2015 INTERNATIONAL RESIDENTIAL CODE for ONE- and TWO-FAMILY DWELLINGS

Stairway Landings & Platforms Stair Landing Codes, Construction & Inspection

Google Docs
Google Drive
Download [pdf]

File Info : application/pdf, 933 Pages, 23.46MB

2015-IRC-International-Residential-Code-McKenzie

2015 IRC®
INTERNATIONAL Residential Code®
FOR ONE- AND TWO-FAMILY DWELLINGS
CODE ALERT!
Sign up now to receive critical code updates and free access to videos, book excerpts and training resources.
Signup is easy, subscribe now! www.iccsafe.org/alerts
Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

2015 International Residential Code®
First Printing: May 2014
ISBN: 978-1-60983-470-8 (soft-cover edition) ISBN: 978-1-60983-469-2 (loose-leaf edition)
COPYRIGHT © 2014 by
INTERNATIONAL CODE COUNCIL, INC.
Date of First Publication: May 30, 2014
ALL RIGHTS RESERVED. This 2015 International Residential Code® is a copyrighted work owned by the International Code Council, Inc. Without advance written permission from the copyright owner, no part of this book may be reproduced, distributed or transmitted in any form or by any means, including, without limitation, electronic, optical or mechanical means (by way of example, and not limitation, photocopying, or recording by or in an information storage retrieval system). For information on permission to copy material exceeding fair use, please contact: Publications, 4051 West Flossmoor Road, Country Club Hills, IL 60478. Phone 1-888-ICC-SAFE (422-7233). Trademarks: "International Code Council," the "International Code Council" logo and the "International Residential Code" are trademarks of the International Code Council, Inc.

38460-T016046B

PRINTED IN THE U.S.A.
Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

PREFACE

Introduction

Internationally, code officials recognize the need for a modern, up-to-date residential code addressing the design and construction of one- and two-family dwellings and townhouses. The International Residential Code, in this 2015 edition, is designed to meet these needs through model code regulations that safeguard the public health and safety in all communities, large and small.
This comprehensive, stand-alone residential code establishes minimum regulations for one- and two-family dwellings and townhouses using prescriptive provisions. It is founded on broad-based principles that make possible the use of new materials and new building designs. This 2015 edition is fully compatible with all of the International Codes (I-Codes) published by the International Code Council (ICC), including the International Building Code, International Energy Conservation Code, International Existing Building Code, International Fire Code, International Fuel Gas Code, International Green Construction Code International Mechanical Code, ICC Performance Code, International Plumbing Code, International Private Sewage Disposal Code, International Property Maintenance Code, International Swimming Pool and Spa CodeTM, International Wildland-Urban Interface Code and International Zoning Code.
The International Residential Code provisions provide many benefits, among which is the model code development process that offers an international forum for residential construction professionals to discuss prescriptive code requirements. This forum provides an excellent arena to debate proposed revisions. This model code also encourages international consistency in the application of provisions.

Development

The first edition of the International Residential Code (2000) was the culmination of an effort initiated in 1996 by a developement committee appointed by ICC and consisting of representatives from the three statutory members of the International Code Council at the time, including: Building Officials and Code Administrators International, Inc. (BOCA), International Conference of Building Officials (ICBO) and Southern Building Code Congress International (SBCCI), and representatives from the National Association of Home Builders (NAHB). The intent was to draft a stand-alone residential code consistent with and inclusive of the scope of the existing model codes. Technical content of the 1998 International One- and Two-Family Dwelling Code and the latest model codes promulgated by BOCA, ICBO, SBCCI and ICC was used as the basis for the development, followed by public hearings in 1998 and 1999 to consider proposed changes. This 2015 edition represents the code as originally issued, with changes reflected in the 2009 through 2012 editions, and further changes developed through the ICC Code Development Process through 2013. Residential electrical provisions are based on the 2014 National Electrical Code® (NFPA 70). A new edition such as this is promulgated every three years.
Energy provisions in Chapter 11 are duplicated from the International Energy Conservation Code--Residential Provisions applicable to residential buildings which fall under the scope of this code.
Fuel gas provisions have been included through an agreement with the American Gas Association (AGA). Electrical provisions have been included through an agreement with the National Fire Protection Association (NFPA).
This code is founded on principles intended to establish provisions consistent with the scope of a residential code that adequately protects public health, safety and welfare; provisions that do not unnecessarily increase construction costs; provisions that do not restrict the use of new materials, products or methods of construction; and provisions that do not give preferential treatment to particular types or classes of materials, products or methods of construction.

2015 INTERNATIONAL RESIDENTIAL CODE®

iii

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Adoption

The International Code Council maintains a copyright in all of its codes and standards. Maintaining copyright allows ICC to fund its mission through sales of books, in both print and electronic formats. The International Residential Code is designed for adoption and use by jurisdictions that recognize and acknowledge the ICC's copyright in the code, and further acknowledge the substantial shared value of the public/private partnership for code development between jurisdictions and the ICC.
The ICC also recognizes the need for jurisdictions to make laws available to the public. All ICC codes and ICC standards, along with the laws of many jurisdictions, are available for free in a nondownloadable form on the ICC's website. Jurisdictions should contact the ICC at adoptions@iccsafe.org to learn how to adopt and distribute laws based on the International Residential Code in a manner that provides necessary access, while maintaining the ICC's copyright.

Maintenance

The International Residential Code is kept up-to-date through the review of proposed changes submitted by code enforcing officials, industry representatives, design professionals and other interested parties. Proposed changes are carefully considered through an open code development process in which all interested and affected parties may participate.
The contents of this work are subject to change both through the code development cycles and the governmental body that enacts the code into law. For more information regarding the code development process, contact the Codes and Standards Development Department of the International Code Council.
The maintenance process for the fuel gas provisions is based upon the process used to maintain the International Fuel Gas Code, in conjunction with the American Gas Association. The maintenance process for the electrical provisions is undertaken by the National Fire Protection Association.
While the development procedure of the International Residential Code ensures the highest degree of care, ICC, the founding members of ICC, its members and those participating in the development of this code do not accept any liability resulting from compliance or noncompliance with the provisions because ICC and its founding members do not have the power or authority to police or enforce compliance with the contents of this code. Only the governmental body that enacts the code into law has such authority.

Code Development Committee Responsibilities
In each code development cycle, proposed changes to the code are considered at the Committee Action Hearings by the applicable International Code Development Committee as follows:
[RB] = IRC--Building Code Development Committee [RE] = Residential Energy Code Development Committee [RMP] = IRC--Mechanical/Plumbing Code Development Committee The [RE] committee is also responsible for the IECC--Residential Provisions.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

For the development of the 2018 edition of the I-Codes, there will be three groups of code development committees and they will meet in separate years. Note that these are tentative groups.

Group A Codes (Heard in 2015, Code Change Proposals
Deadline: January 12, 2015)

Group B Codes (Heard in 2016, Code Change Proposals
Deadline: January 11, 2016)

Group C Codes (Heard in 2017, Code Change Proposals
Deadline: January 11, 2017)

International Building Code Fire Safety (Chapters 7, 8, 9, 14, 26) Means of Egress
(Chapters 10, 11, Appendix E) General (Chapters 2-6, 12, 27-33,
Appendices A, B, C, D, K)

Administrative Provisions (Chapter 1 all

codes except the IRC and IECC, administrative updates to currently referenced

International Green Construction Code

standards, and designated definitions)

International Fuel Gas Code

International Building Code Structural
(Chapters 15-25, Appendices F, G, H, I, J, L, M)

International Existing Building Code

International Energy Conservation Code

International Mechanical Code

International Fire Code

International Plumbing Code

International Residential Code IRC-Building (Chapters 1, 3-10, Appendices E, F, H, J, K, L, M, O, R, S, T, U)

International Private Sewage Disposal Code

International Wildland-Urban Interface Code

International Property Maintenance Code

International Residential Code IRC-Mechanical (Chapters 12-24) IRC-Plumbing (Chapters 25-33, Appendices G, I, N, P)

International Swimming Pool and Spa Code

International Zoning Code

Note: Proposed changes to the ICC Performance Code will be heard by the code development committee noted in brackets [ ] in the text of the code.
Code change proposals submitted to Chapters 1 and 3 through 10, Appendices E, F, H, J, K, L, M, O, R, S, T, U and Definitions designated [RB] of the International Residential Code are heard by the IRC--Building Committee during the Group B (2016) cycle code development hearing. Proposed changes to all other chapters are heard by the IRC Plumbing and Mechanical Committee during the Group A (2015) code development cycle.
It is very important that anyone submitting code change proposals understand which code development committee is responsible for the section of the code that is the subject of the code change proposal. For further information on the code development committee responsibilities, please visit the ICC web site at www.iccsafe.org/scoping.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Marginal Markings

Solid vertical lines in the margins within the body of the code indicate a technical change from the requirements of the 2012 edition. Deletion indicators in the form of an arrow ( ) are provided in the margin where an entire section, paragraph, exception or table has been deleted or an item in a list of items or a table has been deleted.
A single asterisk [*] placed in the margin indicates that text or a table has been relocated within the code. A double asterisk [**] placed in the margin indicates that the text or table immediately following it has been relocated there from elsewhere in the code. The following table indicates such relocations in the 2015 edition of the International Residential Code.

2015 LOCATION R302.13
R403.1.3.4 R404.1.1 R502.2.2 Tables R602.7(1) and (2) P2902.3.7

2012 LOCATION R501.3
R403.1.4.2 R404.1.3 R502.1.2 Tables R502.5(1) and (2) P2905.4.1

Italicized Terms
Selected terms set forth in Chapter 2, Definitions, are italicized where they appear in code text. Such terms are not italicized where the definition set forth in Chapter 2 does not impart the intended meaning in the use of the term. The terms selected have definitions that the user should read carefully to better understand the code.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

EFFECTIVE USE OF THE INTERNATIONAL RESIDENTIAL CODE

Effective Use of the International Residential Code
The International Residential Code (IRC) was created to serve as a complete, comprehensive code regulating the construction of single-family houses, two-family houses (duplexes) and buildings consisting of three or more townhouse units. All buildings within the scope of the IRC are limited to three stories above grade plane. For example, a four-story single-family house would fall within the scope of the International Building Code (IBC), not the IRC. The benefits of devoting a separate code to residential construction include the fact that the user need not navigate through a multitude of code provisions that do not apply to residential construction in order to locate that which is applicable. A separate code also allows for residential and nonresidential code provisions to be distinct and tailored to the structures that fall within the appropriate code's scopes.
The IRC contains coverage for all components of a house or townhouse, including structural components, fireplaces and chimneys, thermal insulation, mechanical systems, fuel gas systems, plumbing systems and electrical systems.
The IRC is a prescriptive-oriented (specification) code with some examples of performance code language. It has been said that the IRC is the complete cookbook for residential construction. Section R301.1, for example, is written in performance language, but states that the prescriptive requirements of the code will achieve such performance.
It is important to understand that the IRC contains coverage for what is conventional and common in residential construction practice. While the IRC will provide all of the needed coverage for most residential construction, it might not address construction practices and systems that are atypical or rarely encountered in the industry. Sections such as R301.1.3, R301.2.2.1.1, R320.1, M1301.1, G2401.1 and P2601.1 refer to other codes either as an alternative to the provisions of the IRC or where the IRC lacks coverage for a particular type of structure, design, system, appliance or method of construction. In other words, the IRC is meant to be all inclusive for typical residential construction and it relies on other codes only where alternatives are desired or where the code lacks coverage for the uncommon aspect of residential construction. Of course, the IRC constantly evolves to address new technologies and construction practices that were once uncommon, but now common.
The IRC is unique in that much of it, including Chapters 3 through 9 and Chapters 34 through 43, is presented in an ordered format that is consistent with the normal progression of construction, starting with the design phase and continuing through the final trim-out phase. This is consistent with the "cookbook" philosophy of the IRC.
The IRC is divided into eight main parts, specifically, Part I--Administration, Part II--Definitions, Part III--Building Planning and Construction, Part IV--Energy Conservation, Part V--Mechanical, Part VI--Fuel Gas, Part VII--Plumbing and Part VIII--Electrical.
The following provides a brief description of the content of each chapter and appendix of the IRC:
Chapter 1 Scope and Administration. This chapter contains provisions for the application, enforcement and administration of subsequent requirements of the code. In addition to establishing the scope of the code, Chapter 1 identifies which buildings and structures come under its purview. Chapter 1 is largely concerned with maintaining "due process of law" in enforcing the building criteria contained in the body of the code. Only through careful observation of the administrative provisions can the building official reasonably expect to demonstrate that "equal protection under the law" has been provided.

Chapter 2 Definitions. Terms defined in the code are listed alphabetically in Chapter 2. It is important to note that two chapters have their own definitions sections: Chapter 24 for the defined terms that are unique to fuel gas and Chapter 35 containing terms that are applicable to electrical Chapters 34 through 43. In the case where Chapter 2 and another chapter both define the same term differently, the definition found in Chapter 24 and/or 35 is intended to prevail where the term

2015 INTERNATIONAL RESIDENTIAL CODE®

vii

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

is used in Chapter 24 and/or 35 and the definition contained in Chapter 2 is intended to prevail where the term is used in all other locations in the code. Except where Chapter 24 or 35 has a definition that will prevail therein, the definitions in Chapter 2 are applicable throughout the code.
Where understanding a term's definition is key to or necessary for understanding a particular code provision, the term is shown in italics where it appears in the code. This is true only for those terms that have a meaning that is unique to the code. In other words, the generally understood meaning of a term or phrase might not be sufficient or consistent with the meaning prescribed by the code; therefore, it is essential that the code-defined meaning be known.
Guidance regarding not only tense, gender and plurality of defined terms, but also terms not defined in this code, is provided.
Chapter 3 Building Planning. Chapter 3 provides guidelines for a minimum level of structural integrity, life safety, fire safety and livability for inhabitants of dwelling units regulated by this code. Chapter 3 is a compilation of the code requirements specific to the building planning sector of the design and construction process. This chapter sets forth code requirements dealing with light, ventilation, sanitation, minimum room size, ceiling height and environmental comfort. Chapter 3 establishes life-safety provisions including limitations on glazing used in hazardous areas, specifications on stairways, use of guards at elevated surfaces, window and fall protection, and rules for means of egress. Snow, wind and seismic design live and dead loads and flood-resistant construction, as well as solar energy systems, and swimming pools, spas and hot tubs, are addressed in this chapter.
Chapter 4 Foundations. Chapter 4 provides the requirements for the design and construction of foundation systems for buildings regulated by this code. Provisions for seismic load, flood load and frost protection are contained in this chapter. A foundation system consists of two interdependent components: the foundation structure itself and the supporting soil.
The prescriptive provisions of this chapter provide requirements for constructing footings and walls for foundations of wood, masonry, concrete and precast concrete. In addition to a foundation's ability to support the required design loads, this chapter addresses several other factors that can affect foundation performance. These include controlling surface water and subsurface drainage, requiring soil tests where conditions warrant and evaluating proximity to slopes and minimum depth requirements. The chapter also provides requirements to minimize adverse effects of moisture, decay and pests in basements and crawl spaces.
Chapter 5 Floors. Chapter 5 provides the requirements for the design and construction of floor systems that will be capable of supporting minimum required design loads. This chapter covers four different types: wood floor framing, wood floors on the ground, cold-formed steel floor framing and concrete slabs on the ground. Allowable span tables are provided that greatly simplify the determination of joist, girder and sheathing sizes for raised floor systems of wood framing and cold-formed steel framing. This chapter also contains prescriptive requirements for wood-framed exterior decks and their attachment to the main building.
Chapter 6 Wall Construction. Chapter 6 contains provisions that regulate the design and construction of walls. The wall construction covered in Chapter 6 consists of five different types: wood framed, cold-formed steel framed, masonry, concrete and structural insulated panel (SIP). The primary concern of this chapter is the structural integrity of wall construction and transfer of all imposed loads to the supporting structure. This chapter provides the requirements for the design and construction of wall systems that are capable of supporting the minimum design vertical loads (dead, live and snow loads) and lateral loads (wind or seismic loads). This chapter contains the prescriptive requirements for wall bracing and/or shear walls to resist the imposed lateral loads due to wind and seismic.
Chapter 6 also regulates exterior windows and doors installed in walls. The chapter contains criteria for the performance of exterior windows and doors and includes provisions for testing and labeling, garage doors, wind-borne debris protection and anchorage details.

viii

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Chapter 7 Wall Covering. Chapter 7 contains provisions for the design and construction of interior and exterior wall coverings. This chapter establishes the various types of materials, materials standards and methods of application permitted for use as interior coverings, including interior plaster, gypsum board, ceramic tile, wood veneer paneling, hardboard paneling, wood shakes and wood shingles. Chapter 7 also contains requirements for the use of vapor retarders for moisture control in walls.
Exterior wall coverings provide the weather-resistant exterior envelope that protects the building's interior from the elements. Chapter 7 provides the requirements for wind resistance and water-resistive barrier for exterior wall coverings. This chapter prescribes the exterior wall coverings as well as the water-resistive barrier required beneath the exterior materials. Exterior wall coverings regulated by this section include aluminum, stone and masonry veneer, wood, hardboard, particleboard, wood structural panel siding, wood shakes and shingles, exterior plaster, steel, vinyl, fiber cement and exterior insulation finish systems.
Chapter 8 Roof-ceiling Construction. Chapter 8 regulates the design and construction of roofceiling systems. This chapter contains two roof-ceiling framing systems: wood framing and coldformed steel framing. Allowable span tables are provided to simplify the selection of rafter and ceiling joist size for wood roof framing and cold-formed steel framing. Chapter 8 also provides requirements for the application of ceiling finishes, the proper ventilation of concealed spaces in roofs (e.g., enclosed attics and rafter spaces), unvented attic assemblies and attic access.
Chapter 9 Roof Assemblies. Chapter 9 regulates the design and construction of roof assemblies. A roof assembly includes the roof deck, vapor retarder, substrate or thermal barrier, insulation, vapor retarder and roof covering. This chapter provides the requirement for wind resistance of roof coverings.
The types of roof covering materials and installation regulated by Chapter 9 are: asphalt shingles, clay and concrete tile, metal roof shingles, mineral-surfaced roll roofing, slate and slate-type shingles, wood shakes and shingles, built-up roofs, metal roof panels, modified bitumen roofing, thermoset and thermoplastic single-ply roofing, sprayed polyurethane foam roofing, liquid applied coatings and photovoltaic shingles. Chapter 9 also provides requirements for roof drainage, flashing, above deck thermal insulation, rooftop-mounted photovoltaic systems and recovering or replacing an existing roof covering.
Chapter 10 Chimneys and Fireplaces. Chapter 10 contains requirements for the safe construction of masonry chimneys and fireplaces and establishes the standards for the use and installation of factory-built chimneys, fireplaces and masonry heaters. Chimneys and fireplaces constructed of masonry rely on prescriptive requirements for the details of their construction; the factory-built type relies on the listing and labeling method of approval. Chapter 10 provides the requirements for seismic reinforcing and anchorage of masonry fireplaces and chimneys.
Chapter 11 [RE] Energy Efficiency. The purpose of Chapter 11 [RE] is to provide minimum design requirements that will promote efficient utilization of energy in buildings. The requirements are directed toward the design of building envelopes with adequate thermal resistance and low air leakage, and toward the design and selection of mechanical, water heating, electrical and illumination systems that promote effective use of depletable energy resources. The provisions of Chapter 11 [RE] are duplicated from the International Energy Conservation Code--Residential Provisions, as applicable for buildings which fall under the scope of the IRC.
For ease of use and coordination of provisions, the corresponding IECC--Residential Provisions section number is indicated following the IRC section number [e.g. N1102.1 (R402.1)].
Chapter 12 Mechanical Administration. Chapter 12 establishes the limits of applicability of the code and describes how the code is to be applied and enforced. A mechanical code, like any other code, is intended to be adopted as a legally enforceable document and it cannot be effective without adequate provisions for its administration and enforcement. The provisions of Chapter 12 establish the authority and duties of the code official appointed by the jurisdiction having authority and also establish the rights and privileges of the design professional, contractor and property owner. It also relates this chapter to the administrative provisions in Chapter 1.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Chapter 13 General Mechanical System Requirements. Chapter 13 contains broadly applicable requirements related to appliance listing and labeling, appliance location and installation, appliance and systems access, protection of structural elements and clearances to combustibles, among others.
Chapter 14 Heating and Cooling Equipment and Appliances. Chapter 14 is a collection of requirements for various heating and cooling appliances, dedicated to single topics by section. The common theme is that all of these types of appliances use energy in one form or another, and the improper installation of such appliances would present a hazard to the occupants of the dwellings, due to either the potential for fire or the accidental release of refrigerants. Both situations are undesirable in dwellings that are covered by this code.
Chapter 15 Exhaust Systems. Chapter 15 is a compilation of code requirements related to residential exhaust systems, including kitchens and bathrooms, clothes dryers and range hoods. The code regulates the materials used for constructing and installing such duct systems. Air brought into the building for ventilation, combustion or makeup purposes is protected from contamination by the provisions found in this chapter.
Chapter 16 Duct Systems. Chapter 16 provides requirements for the installation of ducts for supply, return and exhaust air systems. This chapter contains no information on the design of these systems from the standpoint of air movement, but is concerned with the structural integrity of the systems and the overall impact of the systems on the fire-safety performance of the building. This chapter regulates the materials and methods of construction which affect the performance of the entire air distribution system.
Chapter 17 Combustion Air. Complete combustion of solid and liquid fuel is essential for the proper operation of appliances, control of harmful emissions and achieving maximum fuel efficiency. If insufficient quantities of oxygen are supplied, the combustion process will be incomplete, creating dangerous byproducts and wasting energy in the form of unburned fuel (hydrocarbons). The byproducts of incomplete combustion are poisonous, corrosive and combustible, and can cause serious appliance or equipment malfunctions that pose fire or explosion hazards.
The combustion air provisions in this code from previous editions have been deleted from Chapter 17 in favor of a single section that directs the user to NFPA 31 for oil-fired appliance combustion air requirements and the manufacturer's installation instructions for solid fuel-burning appliances. If fuel gas appliances are used, the provisions of Chapter 24 must be followed.
Chapter 18 Chimneys and Vents. Chapter 18 regulates the design, construction, installation, maintenance, repair and approval of chimneys, vents and their connections to fuel-burning appliances. A properly designed chimney or vent system is needed to conduct the flue gases produced by a fuel-burning appliance to the outdoors. The provisions of this chapter are intended to minimize the hazards associated with high temperatures and potentially toxic and corrosive combustion gases. This chapter addresses factory-built and masonry chimneys, vents and venting systems used to vent oil-fired and solid fuel-burning appliances.
Chapter 19 Special Appliances, Equipment and Systems. Chapter 19 regulates the installation of fuel-burning appliances that are not covered in other chapters, such as ranges and ovens, sauna heaters, fuel cell power plants and hydrogen systems. Because the subjects in this chapter do not contain the volume of text necessary to warrant individual chapters, they have been combined into a single chapter. The only commonality is that the subjects use energy to perform some task or function. The intent is to provide a reasonable level of protection for the occupants of the dwelling.
Chapter 20 Boilers and Water Heaters. Chapter 20 regulates the installation of boilers and water heaters. Its purpose is to protect the occupants of the dwelling from the potential hazards associated with such appliances. A water heater is any appliance that heats potable water and supplies it to the plumbing hot water distribution system. A boiler either heats water or generates steam for space heating and is generally a closed system.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Chapter 21 Hydronic Piping. Hydronic piping includes piping, fittings and valves used in building space conditioning systems. Applications include hot water, chilled water, steam, steam condensate, brines and water/antifreeze mixtures. Chapter 21 regulates installation, alteration and repair of all hydronic piping systems to insure the reliability, serviceability, energy efficiency and safety of such systems.
Chapter 22 Special Piping and Storage Systems. Chapter 22 regulates the design and installation of fuel oil storage and piping systems. The regulations include reference to construction standards for above-ground and underground storage tanks, material standards for piping systems (both above-ground and underground) and extensive requirements for the proper assembly of system piping and components. The purpose of this chapter is to prevent fires, leaks and spills involving fuel oil storage and piping systems, whether inside or outside structures and above or underground.
Chapter 23 Solar Thermal Energy Systems. Chapter 23 contains requirements for the construction, alteration and repair of all systems and components of solar thermal energy systems used for space heating or cooling, and domestic hot water heating or processing. The provisions of this chapter are limited to those necessary to achieve installations that are relatively hazard free.
A solar thermal energy system can be designed to handle 100 percent of the energy load of a building, although this is rarely accomplished. Because solar energy is a low-intensity energy source and dependent on the weather, it is usually necessary to supplement a solar thermal energy system with traditional energy sources.
As our world strives to find alternate means of producing power for the future, the requirements of this chapter will become more and more important over time.
Chapter 24 Fuel Gas. Chapter 24 regulates the design and installation of fuel gas distribution piping and systems, appliances, appliance venting systems and combustion air provisions. The definition of "Fuel gas" includes natural, liquefied petroleum and manufactured gases and mixtures of these gases.
The purpose of this chapter is to establish the minimum acceptable level of safety and to protect life and property from the potential dangers associated with the storage, distribution and use of fuel gases and the byproducts of combustion of such fuels. This code also protects the personnel who install, maintain, service and replace the systems and appliances addressed herein.
Chapter 24 is composed entirely of text extracted from the IFGC; therefore, whether using the IFGC or the IRC, the fuel gas provisions will be identical. Note that to avoid the potential for confusion and conflicting definitions, Chapter 24 has its own definition section.

Chapter 25 Plumbing Administration. The requirements of Chapter 25 do not supersede the administrative provisions of Chapter 1. Rather, the administrative guidelines of Chapter 25 pertain to plumbing installations that are best referenced and located within the plumbing chapters. This chapter addresses how to apply the plumbing provisions of this code to specific types or phases of construction. This chapter also outlines the responsibilities of the applicant, installer and inspector with regard to testing plumbing installations.

Chapter 26 General Plumbing Requirements. The content of Chapter 26 is often referred to as "miscellaneous," rather than general plumbing requirements. This is the only chapter of the plumbing chapters of the code whose requirements do not interrelate. If a requirement cannot be located in another plumbing chapter, it should be located in this chapter. Chapter 26 contains safety requirements for the installation of plumbing systems and includes requirements for the identification of pipe, pipe fittings, traps, fixtures, materials and devices used in plumbing systems. If specific provisions do not demand that a requirement be located in another chapter, the requirement is located in this chapter.

Chapter 27 Plumbing Fixtures. Chapter 27 requires fixtures to be of the proper type, approved for the purpose intended and installed properly to promote usability and safe, sanitary conditions. This chapter regulates the quality of fixtures and faucets by requiring those items to comply with nationally recognized standards. Because fixtures must be properly installed so that they are usable by the occupants of the building, this chapter contains the requirements for the installation of fixtures.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Chapter 28 Water Heaters. Chapter 28 regulates the design, approval and installation of water heaters and related safety devices. The intent is to minimize the hazards associated with the installation and operation of water heaters. Although this chapter does not regulate the size of a water heater, it does regulate all other aspects of the water heater installation such as temperature and pressure relief valves, safety drip pans and connections. Where a water heater also supplies water for space heating, this chapter regulates the maximum water temperature supplied to the water distribution system.
Chapter 29 Water Supply and Distribution. This chapter regulates the supply of potable water from both public and individual sources to every fixture and outlet so that it remains potable and uncontaminated by cross connections. Chapter 29 also regulates the design of the water distribution system, which will allow fixtures to function properly. Because it is critical that the potable water supply system remain free of actual or potential sanitary hazards, this chapter has the requirements for providing backflow protection devices.
Chapter 30 Sanitary Drainage. The purpose of Chapter 30 is to regulate the materials, design and installation of sanitary drainage piping systems as well as the connections made to the system. The intent is to design and install sanitary drainage systems that will function reliably, are neither undersized nor oversized and are constructed from materials, fittings and connections whose quality is regulated by this section. This chapter addresses the proper use of fittings for directing the flow into and within the sanitary drain piping system. Materials and provisions necessary for servicing the drainage system are also included in this chapter.
Chapter 31 Vents. Venting protects the trap seal of each trap. The vents are designed to limit differential pressures at each trap to 1 inch of water column (249 Pa). Because waste flow in the drainage system creates pressure fluctuations that can negatively affect traps, the sanitary drainage system must have a properly designed venting system. Chapter 31 covers the requirements for vents and venting. All of the provisions set forth in this chapter are intended to limit the pressure differentials in the drainage system to a maximum of 1 inch of water column (249 Pa) above or below atmospheric pressure (i.e., positive or negative pressures).
Chapter 32 Traps. Traps prevent sewer gas from escaping from the drainage piping into the building. Water seal traps are the simplest and most reliable means of preventing sewer gas from entering the interior environment. This chapter lists prohibited trap types as well as specifies the minimum trap size for each type of fixture.
Chapter 33 Storm Drainage. Rainwater infiltration into the ground adjacent to a building can cause the interior of foundation walls to become wet. The installation of a subsoil drainage system prevents the build-up of rainwater on the exterior of the foundation walls. This chapter provides the specifications for subsoil drain piping. Where the discharge of the subsoil drain system is to a sump, this chapter also provides coverage for sump construction, pumps and discharge piping.
Chapter 34 General Requirements. This chapter contains broadly applicable, general and miscellaneous requirements including scope, listing and labeling, equipment locations and clearances for conductor materials and connections and conductor identification.
Chapter 35 Electrical Definitions. Chapter 35 is the repository of the definitions of terms used in the body of Part VIII of the code. To avoid the potential for confusion and conflicting definitions, Part VIII, Electrical, has its own definition chapter.
Codes are technical documents and every word, term and punctuation mark can impact the meaning of the code text and the intended results. The code often uses terms that have a unique meaning in the code, which can differ substantially from the ordinarily understood meaning of the term as used outside of the code.
The terms defined in Chapter 35 are deemed to be of prime importance in establishing the meaning and intent of the electrical code text that uses the terms. The user of the code should be familiar with and consult this chapter because the definitions are essential to the correct interpretation of the code and because the user may not be aware that a term is defined.

xii

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Chapter 36 Services. This chapter covers the design, sizing and installation of the building's elec-
trical service equipment and grounding electrode system. It includes an easy-to-use load calculation method and service conductor sizing table. The electrical service is generally the first part of the electrical system to be designed and installed.

Chapter 37 Branch Circuit and Feeder Requirements. Chapter 37 addresses the requirements for designing the power distribution system which consists of feeders and branch circuits emanating from the service equipment. This chapter dictates the ratings of circuits and the allow-
able loads, the number and types of branch circuits required, the wire sizing for such branch circuits and feeders and the requirements for protection from overcurrent for conductors. A load calcula-
tion method specific to feeders is also included. This chapter is used to design the electrical system on the load side of the service.

Chapter 38 Wiring Methods. Chapter 38 specifies the allowable wiring methods, such as cable,
conduit and raceway systems, and provides the installation requirements for the wiring methods. This chapter is primarily applicable to the "rough-in" phase of construction.

Chapter 39 Power and Lighting Distribution. This chapter mostly contains installation requirements for the wiring that serves the lighting outlets, receptacle outlets, appliances and switches located throughout the building. The required distribution and spacing of receptacle outlets and lighting outlets is prescribed in this chapter, as well as the requirements for ground-fault and arc-fault circuit interrupter protection.

Chapter 40 Devices and Luminaires. This chapter focuses on the devices, including switches and receptacles, and lighting fixtures that are typically installed during the final phase of construction.

Chapter 41 Appliance Installation. Chapter 41 addresses the installation of appliances including HVAC appliances, water heaters, fixed space-heating equipment, dishwashers, garbage disposals, range hoods and suspended paddle fans.

Chapter 42 Swimming Pools. This chapter covers the electrical installation requirements for swimming pools, storable swimming pools, wading pools, decorative pools, fountains, hot tubs, spas and hydromassage bathtubs. The allowable wiring methods are specified along with the required clearances between electrical system components and pools, spas and tubs. This chapter includes the special grounding requirements related to pools, spas and tubs, and also prescribes the equipotential bonding requirements that are unique to pools, spas and tubs.

Chapter 43 Class 2 Remote-control, Signaling and Power-limited Circuits. This chapter covers the power supplies, wiring methods and installation requirements for the Class 2 circuits found in dwellings. Such circuits include thermostat wiring, alarm systems, security systems, automated control systems and doorbell systems.

Chapter 44 Referenced Standards. The code contains numerous references to standards that are used to regulate materials and methods of construction. Chapter 44 contains a comprehensive list of all standards that are referenced in the code. The standards are part of the code to the extent of the reference to the standard. Compliance with the referenced standard is necessary for compliance with this code. By providing specifically adopted standards, the construction and installation requirements necessary for compliance with the code can be readily determined. The basis for code compliance is, therefore, established and available on an equal basis to the code official, contractor, designer and owner.
Chapter 44 is organized in a manner that makes it easy to locate specific standards. It lists all of the referenced standards, alphabetically, by acronym of the promulgating agency of the standard. Each agency's standards are then listed in either alphabetical or numeric order based upon the standard identification. The list also contains the title of the standard; the edition (date) of the standard referenced; any addenda included as part of the ICC adoption; and the section or sections of this code that reference the standard.

2015 INTERNATIONAL RESIDENTIAL CODE®

xiii

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Appendix A Sizing and Capacities of Gas Piping. This appendix is informative and not part of the code. It provides design guidance, useful facts and data and multiple examples of how to apply the sizing tables and sizing methodologies of Chapter 24.
Appendix B Sizing of Venting Systems Serving Appliances Equipped with Draft Hoods, Category I Appliances and Appliances Listed for Use with Type B Vents. This appendix is informative and not part of the code. It contains multiple examples of how to apply the vent and chimney tables and methodologies of Chapter 24.
Appendix C Exit Terminals of Mechanical Draft and Direct-vent Venting Systems. This appendix is informative and not part of the code. It consists of a figure and notes that visually depict code requirements from Chapter 24 for vent terminals with respect to the openings found in building exterior walls.
Appendix D Recommended Procedure for Safety Inspection of an Existing Appliance Installation. This appendix is informative and not part of the code. It provides recommended procedures for testing and inspecting an appliance installation to determine if the installation is operating safely and if the appliance is in a safe condition.
Appendix E Manufactured Housing Used as Dwellings. The criteria for the construction of manufactured homes are governed by the National Manufactured Housing Construction and Safety Act. While this act may seem to cover the bulk of the construction of manufactured housing, it does not cover those areas related to the placement of the housing on the property. The provisions of Appendix E are not applicable to the design and construction of manufactured homes. Appendix E provides a complete set of regulations in conjunction with federal law for the installation of manufactured housing. This appendix also contains provisions for existing manufactured home installations.
Appendix F Passive Radon Gas Controls. Radon comes from the natural (radioactive) decay of the element radium in soil, rock and water and finds its way into the air. Appendix F contains requirements to mitigate the transfer of radon gases from the soil into the dwelling. The provisions of this appendix regulate the design and construction of radon-resistant measures intended to reduce the entry of radon gases into the living space of residential buildings.
Appendix G Piping Standards for Various Applications. Appendix G provides standards for various types of plastic piping products. This appendix is informative and is not part of the code.
Appendix H Patio Covers. Appendix H sets forth the regulations and limitations for patio covers. The provisions address those uses permitted in patio cover structures, the minimum design loads to be assigned for structural purposes, and the effect of the patio cover on egress and emergency escape or rescue from sleeping rooms. This appendix also contains the special provisions for aluminum screen enclosures in hurricane-prone regions.
Appendix I Private Sewage Disposal. Appendix I simply provides the opportunity to utilize the International Private Sewage Disposal Code for the design and installation of private sewage disposal in one- and two-family dwellings.
Appendix J Existing Buildings and Structures. Appendix J contains the provisions for the repair, renovation, alteration and reconstruction of existing buildings and structures that are within the scope of this code. To accomplish this objective and to make the rehabilitation process more available, this appendix allows for a controlled departure from full code compliance without compromising minimum life safety, fire safety, structural and environmental features of the rehabilitated existing building or structure.
Appendix K Sound Transmission. Appendix K regulates the sound transmission of wall and floor-ceiling assemblies separating dwelling units and townhouse units. Air-borne sound insulation is required for walls. Air-borne sound insulation and impact sound insulation are required for floorceiling assemblies. The provisions in Appendix K set forth a minimum Sound Transmission Class (STC) rating for common walls and floor-ceiling assemblies between dwelling units. In addition, a minimum Impact Insulation Class (IIC) rating is also established to limit structure-borne sound through common floor-ceiling assemblies separating dwelling units.

xiv

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Appendix L Permit Fees. Appendix L provides guidance to jurisdictions for setting appropriate
permit fees. This appendix will aid many jurisdictions to assess permit fees that will assist to fairly and properly administer the code. This appendix can be used for informational purposes only or may be adopted when specifically referenced in the adopting ordinance.

Appendix M Home Day CareR-3 Occupancy. Appendix M provides means of egress and smoke detection requirements for a Group R-3 Occupancy that is to be used as a home day care for
more than five children who receive custodial care for less than 24 hours. This appendix is strictly for guidance and/or adoption by those jurisdictions that have Licensed Home Care Provider laws and statutes that allow more than five children to be cared for in a person's home. When a jurisdic-
tion adopts this appendix, the provisions for day care and child care facilities in the IBC should be considered also.

Appendix N Venting Methods. Because venting of sanitary drainage systems is perhaps the most difficult concept to understand, and Chapter 31 uses only words to describe venting requirements, illustrations can offer greater insight into what the words mean. Appendix N has a number of illustrations for commonly installed sanitary drainage systems in order for the reader to gain a better understanding of this code's venting requirements.

Appendix O Automatic Vehicular Gates. Appendix O provides the requirements for the design and construction of automatic vehicular gates. The provisions are for where automatic gates are installed for use at a vehicular entrance or exit on the lot of a one- or two-family dwelling. The requirements provide protection for individuals from potential entrapment between an automatic gate and a stationary object or surface.

Appendix P Sizing of Water Piping System. Appendix P provides two recognized methods for sizing the water service and water distribution piping for a building. The method under Section AP103 provides friction loss diagrams that require the user to "plot" points and read values from the diagrams in order to perform the required calculations and necessary checks. This method is the most accurate of the two presented in this appendix. The method under Section AP201 is known to be conservative; however, very few calculations are necessary in order to determine a pipe size that satisfies the flow requirements of any application.

Appendix Q ICC International Residential Code Electrical Provisions/National Electrical Code Cross Reference. This appendix provided a cross reference that allowed the code user to trace the code sections in Chapters 34 through 43 back to their source: the National Electrical Code. This appendix is no longer provided.

Appendix R Light Straw-Clay Construction. This appendix regulates the use of light strawclay as a construction material. It is limited in application to nonbearing wall infill systems.

Appendix S Strawbale Construction. This appendix provides prescriptive requirements for the use of strawbale as a construction material. It is limited in application to the walls of one-story structures, except where additional engineering is provided.

Appendix T Recommended Procedure for Worst-Case Testing of Atmospheric Venting

Systems under N1102.4 or N1105 appendix that is provided for testing of

Conditions atmospheric

ven5tiAngCHco5n0d. iTtihoinssaipnpaenhdoixusies

an informative when the leak

tightness is less than five air changes per hour at 50 Pascals. The air leakage limitations in the energy

provisions of Chapter 11 could have a direct impact on the building pressure boundary affecting the

safe operation of combustion equipment.

Appendix T is intended to provide clear guidance to builders, code officials and home performance contractors for worst-case testing of atmospheric venting systems where air-sealing techniques and air-leakage performance testing requirements of Chapter 11 or the 2015 IECC are employed. Worst-case testing is used by home performance contractors to identify problems that weaken draft and restrict combustion air. Worst-case vent testing uses the home's exhaust fans, airhandling appliances and chimneys to create worst-case depressurization in the combustion appliance zone (CAZ).

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Appendix U Solar-Ready Provisions--Detached One- and Two-Family Dwellings, Multiple Single-Family Dwellings (Townhouses). This appendix provides requirements for preparation of a house for future installation of solar equipment for electrical power or heating. Given the growing popularity of solar power and the possible need for the equipment in the future,
this appendix, if adopted, would require an area be provided on the building roof that would accommodate solar equipment. In addition, pathways for routing of plumbing and conduit need to be provided.

xvi

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

LEGISLATION

Jurisdictions wishing to adopt the 2015 International Residential Code as an enforceable regulation governing one- and twofamily dwellings and townhouses should ensure that certain factual information is included in the adopting legislation at the time adoption is being considered by the appropriate governmental body. The following sample adoption legislation addresses several key elements, including the information required for insertion into the code text.
SAMPLE LEGISLATION FOR ADOPTION OF THE INTERNATIONAL RESIDENTIAL CODE
ORDINANCE NO.________

A[N] [ORDINANCE/STATUTE/REGULATION] of the [JURISDICTION] adopting the 2015 edition of the International Residential Code, regulating and governing the construction, alteration, movement, enlargement, replacement, repair, equipment, location, removal and demolition of detached one- and two-family dwellings and multiple single-family dwellings (townhouses) not more than threes stories in height with separate means of egress in the [JURISDICTION]; providing for the issuance of permits and collection of fees therefor; repealing [ORDINANCE/STATUTE/REGULATION] No. ______ of the [JURISDICTION] and all other ordinances or parts of laws in conflict therewith.
The [GOVERNING BODY] of the [JURISDICTION] does ordain as follows:
Section 1. That a certain document, three (3) copies of which are on file in the office of the [TITLE OF JURISDICTION'S KEEPER OF RECORDS] of [NAME OF JURISDICTION], being marked and designated as the International Residential Code, 2015 edition, including Appendix Chapters [FILL IN THE APPENDIX CHAPTERS BEING ADOPTED] (see International Residential Code Section R102.5, 2015 edition), as published by the International Code Council, be and is hereby adopted as the Residential Code of the [JURISDICTION], in the State of [STATE NAME] for regulating and governing the construction, alteration, movement, enlargement, replacement, repair, equipment, location, removal and demolition of detached one- and two-family dwellings and multiple single-family dwellings (townhouses) not more than threes stories in height with separate means of egress as herein provided; providing for the issuance of permits and collection of fees therefor; and each and all of the regulations, provisions, penalties, conditions and terms of said Residential Code on file in the office of the [JURISDICTION] are hereby referred to, adopted, and made a part hereof, as if fully set out in this ordinance, with the additions, insertions, deletions and changes, if any, prescribed in Section 2 of this ordinance.
Section 2. The following sections are hereby revised:
Section R101.1. Insert: [NAME OF JURISDICTION]
Table R301.2(1) Insert: [APPROPRIATE DESIGN CRITERIA]
Section P2603.5.1 Insert: [NUMBER OF INCHES IN TWO LOCATIONS]
Section 3. That [ORDINANCE/STATUTE/REGULATION] No. ______ of [JURISDICTION] entitled [FILL IN HERE THE COMPLETE
TITLE OF THE LEGISLATION OR LAWS IN EFFECT AT THE PRESENT TIME SO THAT THEY WILL BE REPEALED BY DEFINITE MEN-
TION] and all other ordinances or parts of laws in conflict herewith are hereby repealed.
Section 4. That if any section, subsection, sentence, clause or phrase of this legislation is, for any reason, held to be unconstitutional, such decision shall not affect the validity of the remaining portions of this ordinance. The [GOVERNING BODY] hereby declares that it would have passed this law, and each section, subsection, clause or phrase thereof, irrespective of the fact that any one or more sections, subsections, sentences, clauses and phrases be declared unconstitutional.
Section 5. That nothing in this legislation or in the Residential Code hereby adopted shall be construed to affect any suit or proceeding impending in any court, or any rights acquired, or liability incurred, or any cause or causes of action acquired or existing, under any act or ordinance hereby repealed as cited in Section 3 of this law; nor shall any just or legal right or remedy of any character be lost, impaired or affected by this legislation.
Section 6. That the [JURISDICTION'S KEEPER OF RECORDS] is hereby ordered and directed to cause this legislation to be published. (An additional provision may be required to direct the number of times the legislation is to be published and to specify that it is to be in a newspaper in general circulation. Posting may also be required.)
Section 7. That this law and the rules, regulations, provisions, requirements, orders and matters established and adopted hereby shall take effect and be in full force and effect [TIME PERIOD] from and after the date of its final passage and adoption.

2015 INTERNATIONAL RESIDENTIAL CODE®

xvii

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

xviii

2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

TABLE OF CONTENTS

Part I--Administrative. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
CHAPTER 1 SCOPE AND ADMINISTRATION. . . . . . . . . . . . . . . . 1
PART 1--SCOPE AND APPLICATION. . . . . . . . . . . . . 1 Section R101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 R102 Applicability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
PART 2--ADMINISTRATION AND ENFORCEMENT . . . . . . . . . . . . . . . . . . . . . . . 2
Section R103 Department of Building Safety. . . . . . . . . . . . . . . . 2 R104 Duties and Powers of the Building Official . . . . . . 2 R105 Permits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 R106 Construction Documents . . . . . . . . . . . . . . . . . . . . 5 R107 Temporary Structures and Uses . . . . . . . . . . . . . . . 6 R108 Fees. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 R109 Inspections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 R110 Certificate of Occupancy . . . . . . . . . . . . . . . . . . . . 8 R111 Service Utilities . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 R112 Board of Appeals . . . . . . . . . . . . . . . . . . . . . . . . . . 8 R113 Violations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 R114 Stop Work Order . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Part II--Definitions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
CHAPTER 2 DEFINITIONS. . . . . . . . . . . . . . . . . . . . 11 Section R201 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 R202 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
Part III--Building Planning and Construction . . . . . . . . 27

R307 R308 R309 R310 R311 R312 R313 R314 R315 R316 R317
R318 R319 R320 R321 R322 R323 R324 R325 R326

Toilet, Bath and Shower Spaces . . . . . . . . . . . . . 57 Glazing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57 Garages and Carports . . . . . . . . . . . . . . . . . . . . . . 61 Emergency Escape and Rescue Openings . . . . . . 62 Means of Egress . . . . . . . . . . . . . . . . . . . . . . . . . . 63 Guards and Window Fall Protection . . . . . . . . . . 66 Automatic Fire Sprinkler Systems . . . . . . . . . . . . 67 Smoke Alarms . . . . . . . . . . . . . . . . . . . . . . . . . . . 67 Carbon Monoxide Alarms . . . . . . . . . . . . . . . . . . 68 Foam Plastic. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68 Protection of Wood and Wood-based
Products against Decay . . . . . . . . . . . . . . . . . . 70 Protection against Subterranean Termites . . . . . . 72 Site Address . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72 Accessibility. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73 Elevators and Platform Lifts . . . . . . . . . . . . . . . . 73 Flood-resistant Construction . . . . . . . . . . . . . . . . 73 Storm Shelters . . . . . . . . . . . . . . . . . . . . . . . . . . . 76 Solar Energy Systems . . . . . . . . . . . . . . . . . . . . . 76 Mezzanines. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 77 Swimming Pools, Spas and Hot Tubs . . . . . . . . . 77

CHAPTER 4 FOUNDATIONS . . . . . . . . . . . . . . . . . . 79 Section R401 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79 R402 Materials. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79 R403 Footings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80 R404 Foundation and Retaining Walls . . . . . . . . . . . . 101 R405 Foundation Drainage . . . . . . . . . . . . . . . . . . . . . 119 R406 Foundation Waterproofing and
Dampproofing . . . . . . . . . . . . . . . . . . . . . . . . 120 R407 Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 121 R408 Under-floor Space . . . . . . . . . . . . . . . . . . . . . . . 121

CHAPTER 3 BUILDING PLANNING. . . . . . . . . . . . 27 Section R301 Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 R302 Fire-resistant Construction . . . . . . . . . . . . . . . . . . 50 R303 Light, Ventilation and Heating . . . . . . . . . . . . . . . 55 R304 Minimum Room Areas . . . . . . . . . . . . . . . . . . . . . 57 R305 Ceiling Height . . . . . . . . . . . . . . . . . . . . . . . . . . . 57 R306 Sanitation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57

CHAPTER 5 FLOORS . . . . . . . . . . . . . . . . . . . . . . . 123 Section R501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 123 R502 Wood Floor Framing . . . . . . . . . . . . . . . . . . . . . 123 R503 Floor Sheathing . . . . . . . . . . . . . . . . . . . . . . . . . 132 R504 Pressure Preservative-treated-wood
Floors (On Ground) . . . . . . . . . . . . . . . . . . . . 133 R505 Cold-formed Steel Floor Framing . . . . . . . . . . . 134

2015 INTERNATIONAL RESIDENTIAL CODE®

xix

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

TABLE OF CONTENTS

R506 Concrete Floors (On Ground). . . . . . . . . . . . . . . 149 R507 Exterior Decks . . . . . . . . . . . . . . . . . . . . . . . . . . 149
CHAPTER 6 WALL CONSTRUCTION . . . . . . . . . 157 Section R601 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 157 R602 Wood Wall Framing . . . . . . . . . . . . . . . . . . . . . . 157 R603 Cold-formed Steel Wall Framing . . . . . . . . . . . . 203 R604 Wood Structural Panels . . . . . . . . . . . . . . . . . . . 244 R605 Particleboard. . . . . . . . . . . . . . . . . . . . . . . . . . . . 244 R606 General Masonry Construction. . . . . . . . . . . . . . 244 R607 Glass Unit Masonry . . . . . . . . . . . . . . . . . . . . . . 256 R608 Exterior Concrete Wall Construction . . . . . . . . . 258 R609 Exterior Windows and Doors . . . . . . . . . . . . . . . 328 R610 Structural Insulated Panel Wall
Construction . . . . . . . . . . . . . . . . . . . . . . . . . . 331
CHAPTER 7 WALL COVERING . . . . . . . . . . . . . . 341 Section R701 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 341 R702 Interior Covering . . . . . . . . . . . . . . . . . . . . . . . . 341 R703 Exterior Covering . . . . . . . . . . . . . . . . . . . . . . . . 345
CHAPTER 8 ROOF-CEILING CONSTRUCTION . . . . . . . . . . . . . . . 365
Section R801 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 365 R802 Wood Roof Framing. . . . . . . . . . . . . . . . . . . . . . 365 R803 Roof Sheathing . . . . . . . . . . . . . . . . . . . . . . . . . . 393 R804 Cold-formed Steel Roof Framing. . . . . . . . . . . . 393 R805 Ceiling Finishes . . . . . . . . . . . . . . . . . . . . . . . . . 409 R806 Roof Ventilation . . . . . . . . . . . . . . . . . . . . . . . . . 409 R807 Attic Access . . . . . . . . . . . . . . . . . . . . . . . . . . . . 411
CHAPTER 9 ROOF ASSEMBLIES . . . . . . . . . . . . . 413 Section R901 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 413 R902 Fire Classification. . . . . . . . . . . . . . . . . . . . . . . . 413 R903 Weather Protection . . . . . . . . . . . . . . . . . . . . . . . 413 R904 Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 414 R905 Requirements for Roof Coverings . . . . . . . . . . . 414 R906 Roof Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . 425 R907 Rooftop-mounted Photovoltaic Systems . . . . . . 425 R908 Reroofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 426 R909 Rooftop-mounted Photovoltaic
Panel Systems. . . . . . . . . . . . . . . . . . . . . . . . . 426

CHAPTER 10 CHIMNEYS AND FIREPLACES. . . 427 Section R1001 Masonry Fireplaces . . . . . . . . . . . . . . . . . . . . . . 427 R1002 Masonry Heaters . . . . . . . . . . . . . . . . . . . . . . . . 431 R1003 Masonry Chimneys . . . . . . . . . . . . . . . . . . . . . . 431 R1004 Factory-built Fireplaces . . . . . . . . . . . . . . . . . . . 436 R1005 Factory-built Chimneys . . . . . . . . . . . . . . . . . . . 436 R1006 Exterior Air Supply . . . . . . . . . . . . . . . . . . . . . . 436
Part IV--Energy Conservation. . . . . . . . . . . . . . . . . . . . 437
CHAPTER 11 [RE] ENERGY EFFICIENCY . . . . . . 437 Section N1101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 437 N1102 Building Thermal Envelope . . . . . . . . . . . . . . . . 455 N1103 Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 461 N1104 Electrical Power and Lighting
Systems (Mandatory) . . . . . . . . . . . . . . . . . . . 463 N1105 Simulated Performance Alternative
(Performance). . . . . . . . . . . . . . . . . . . . . . . . . 463 N1106 Energy Rating Index
Compliance Alternative . . . . . . . . . . . . . . . . . 467 N1107 Existing Buildings--General . . . . . . . . . . . . . . . 468 N1108 Additions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 469 N1109 Alterations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 469 N1110 Repairs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 470 N1111 Change of Occupancy or Use. . . . . . . . . . . . . . . 470
Part V--Mechanical . . . . . . . . . . . . . . . . . . . . . . . . . . . . 471
CHAPTER 12 MECHANICAL ADMINISTRATION . . . . . . . . . . . . . 471
Section M1201 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 471 M1202 Existing Mechanical Systems . . . . . . . . . . . . . . 471
CHAPTER 13 GENERAL MECHANICAL SYSTEM REQUIREMENTS . . . . . . 473
Section M1301 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 473 M1302 Approval. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 473 M1303 Labeling of Appliances . . . . . . . . . . . . . . . . . . . 473 M1304 Type of Fuel . . . . . . . . . . . . . . . . . . . . . . . . . . . . 473 M1305 Appliance Access. . . . . . . . . . . . . . . . . . . . . . . . 473 M1306 Clearances from Combustible Construction . . . 474 M1307 Appliance Installation . . . . . . . . . . . . . . . . . . . . 475 M1308 Mechanical Systems Installation . . . . . . . . . . . . 478

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

TABLE OF CONTENTS

CHAPTER 14 HEATING AND COOLING EQUIPMENT AND APPLIANCES . . . . . . . . . . . . . . . . . . . 479
Section M1401 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 479 M1402 Central Furnaces. . . . . . . . . . . . . . . . . . . . . . . . . 479 M1403 Heat Pump Equipment . . . . . . . . . . . . . . . . . . . . 479 M1404 Refrigeration Cooling Equipment . . . . . . . . . . . 479 M1405 Baseboard Convectors . . . . . . . . . . . . . . . . . . . . 479 M1406 Radiant Heating Systems . . . . . . . . . . . . . . . . . . 479 M1407 Duct Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . 480 M1408 Vented Floor Furnaces . . . . . . . . . . . . . . . . . . . . 480 M1409 Vented Wall Furnaces . . . . . . . . . . . . . . . . . . . . 481 M1410 Vented Room Heaters. . . . . . . . . . . . . . . . . . . . . 481 M1411 Heating and Cooling Equipment . . . . . . . . . . . . 481 M1412 Absorption Cooling Equipment . . . . . . . . . . . . . 482 M1413 Evaporative Cooling Equipment . . . . . . . . . . . . 482 M1414 Fireplace Stoves . . . . . . . . . . . . . . . . . . . . . . . . . 483 M1415 Masonry Heaters. . . . . . . . . . . . . . . . . . . . . . . . . 483
CHAPTER 15 EXHAUST SYSTEMS . . . . . . . . . . . . 485 Section M1501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 485 M1502 Clothes Dryer Exhaust . . . . . . . . . . . . . . . . . . . . 485 M1503 Range Hoods . . . . . . . . . . . . . . . . . . . . . . . . . . . 486 M1504 Installation of Microwave Ovens . . . . . . . . . . . . 486 M1505 Overhead Exhaust Hoods . . . . . . . . . . . . . . . . . . 486 M1506 Exhaust Ducts and Exhaust Openings . . . . . . . . 487 M1507 Mechanical Ventilation . . . . . . . . . . . . . . . . . . . 487
CHAPTER 16 DUCT SYSTEMS . . . . . . . . . . . . . . . . 489 Section M1601 Duct Construction. . . . . . . . . . . . . . . . . . . . . . . . 489 M1602 Return Air . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 492

CHAPTER 19 SPECIAL APPLIANCES, EQUIPMENT AND SYSTEMS. . . . . 499
Section M1901 Ranges and Ovens . . . . . . . . . . . . . . . . . . . . . . . 499 M1902 Sauna Heaters. . . . . . . . . . . . . . . . . . . . . . . . . . . 499 M1903 Stationary Fuel Cell Power Plants . . . . . . . . . . . 499 M1904 Gaseous Hydrogen Systems. . . . . . . . . . . . . . . . 499
CHAPTER 20 BOILERS AND WATER HEATERS . . . . . . . . . . . . . . 501
Section M2001 Boilers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501 M2002 Operating and Safety Controls. . . . . . . . . . . . . . 501 M2003 Expansion Tanks . . . . . . . . . . . . . . . . . . . . . . . . 501 M2004 Water Heaters Used for Space Heating . . . . . . . 502 M2005 Water Heaters. . . . . . . . . . . . . . . . . . . . . . . . . . . 502 M2006 Pool Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . 502
CHAPTER 21 HYDRONIC PIPING . . . . . . . . . . . . . 503 Section M2101 Hydronic Piping Systems Installation . . . . . . . . 503 M2102 Baseboard Convectors . . . . . . . . . . . . . . . . . . . . 503 M2103 Floor Heating Systems . . . . . . . . . . . . . . . . . . . . 503 M2104 Low Temperature Piping . . . . . . . . . . . . . . . . . . 505 M2105 Ground-Source Heat-Pump System
Loop Piping . . . . . . . . . . . . . . . . . . . . . . . . . . 505
CHAPTER 22 SPECIAL PIPING AND STORAGE SYSTEMS . . . . . . . . . . . . 509
Section M2201 Oil Tanks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 509 M2202 Oil Piping, Fitting and Connections. . . . . . . . . . 509 M2203 Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 509 M2204 Oil Pumps and Valves . . . . . . . . . . . . . . . . . . . . 510

CHAPTER 17 COMBUSTION AIR . . . . . . . . . . . . . . 493 Section M1701 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 493
CHAPTER 18 CHIMNEYS AND VENTS . . . . . . . . . 495 Section M1801 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 495 M1802 Vent Components . . . . . . . . . . . . . . . . . . . . . . . . 495 M1803 Chimney and Vent Connectors. . . . . . . . . . . . . . 496 M1804 Vents. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 497 M1805 Masonry and Factory-built Chimneys . . . . . . . . 497

CHAPTER 23 SOLAR THERMAL ENERGY SYSTEMS . . . . . . . . . . . . . 511
Section M2301 Thermal Solar Energy Systems . . . . . . . . . . . . . 511
Part VI--Fuel Gas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 513
CHAPTER 24 FUEL GAS. . . . . . . . . . . . . . . . . . . . . . 513 Section G2401 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 513 G2402 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 513

2015 INTERNATIONAL RESIDENTIAL CODE®

xxi

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

TABLE OF CONTENTS

G2403 General Definitions . . . . . . . . . . . . . . . . . . . . . . 513 G2404 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 519 G2405 Structural Safety . . . . . . . . . . . . . . . . . . . . . . . . . 520 G2406 Appliance Location . . . . . . . . . . . . . . . . . . . . . . 520 G2407 Combustion, Ventilation and Dilution Air . . . . . 521 G2408 Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525 G2409 Clearance Reduction. . . . . . . . . . . . . . . . . . . . . . 525 G2410 Electrical. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 529 G2411 Electrical Bonding . . . . . . . . . . . . . . . . . . . . . . . 529 G2412 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 529 G2413 Pipe Sizing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 530 G2414 Piping Materials . . . . . . . . . . . . . . . . . . . . . . . . . 552 G2415 Piping System Installation . . . . . . . . . . . . . . . . . 553 G2416 Piping Bends and Changes in Direction. . . . . . . 556 G2417 Inspection, Testing and Purging . . . . . . . . . . . . . 556 G2418 Piping Support . . . . . . . . . . . . . . . . . . . . . . . . . . 558 G2419 Drips and Sloped Piping. . . . . . . . . . . . . . . . . . . 558 G2420 Shutoff Valves . . . . . . . . . . . . . . . . . . . . . . . . . . 559 G2421 Flow Controls . . . . . . . . . . . . . . . . . . . . . . . . . . . 559 G2422 Appliance Connections. . . . . . . . . . . . . . . . . . . . 560 G2423 Compressed Natural Gas Motor
Vehicle Fuel-dispensing Facilities . . . . . . . . . 561 G2424 Piping Support Intervals . . . . . . . . . . . . . . . . . . . 561 G2425 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 561 G2426 Vents. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 562 G2427 Venting of Appliances . . . . . . . . . . . . . . . . . . . . 563 G2428 Sizing of Category I Appliance
Venting Systems. . . . . . . . . . . . . . . . . . . . . . . 572 G2429 Direct-vent, Integral Vent, Mechanical Vent
and Ventilation/Exhaust Hood Venting . . . . . 584 G2430 Factory-built Chimneys . . . . . . . . . . . . . . . . . . . 584 G2431 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 584 G2432 Decorative Appliances for Installation
in Fireplaces . . . . . . . . . . . . . . . . . . . . . . . . . . 584 G2433 Log Lighters . . . . . . . . . . . . . . . . . . . . . . . . . . . . 584 G2434 Vented Gas Fireplaces
(Decorative Appliances) . . . . . . . . . . . . . . . . . 584 G2435 Vented Gas Fireplace Heaters . . . . . . . . . . . . . . 584 G2436 Vented Wall Furnaces . . . . . . . . . . . . . . . . . . . . 584 G2437 Floor Furnaces . . . . . . . . . . . . . . . . . . . . . . . . . . 585 G2438 Clothes Dryers . . . . . . . . . . . . . . . . . . . . . . . . . . 585 G2439 Clothes Dryer Exhaust . . . . . . . . . . . . . . . . . . . . 585 G2440 Sauna Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . 586 G2441 Pool and Spa Heaters . . . . . . . . . . . . . . . . . . . . . 587 G2442 Forced-air Warm-air Furnaces . . . . . . . . . . . . . . 587

G2443 Conversion Burners . . . . . . . . . . . . . . . . . . . . . . 588 G2444 Unit Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . 588 G2445 Unvented Room Heaters . . . . . . . . . . . . . . . . . . 588 G2446 Vented Room Heaters . . . . . . . . . . . . . . . . . . . . 588 G2447 Cooking Appliances. . . . . . . . . . . . . . . . . . . . . . 588 G2448 Water Heaters. . . . . . . . . . . . . . . . . . . . . . . . . . . 589 G2449 Air-Conditioning Appliances. . . . . . . . . . . . . . . 589 G2450 Illuminating Appliances. . . . . . . . . . . . . . . . . . . 589 G2451 Infrared Radiant Heaters . . . . . . . . . . . . . . . . . . 590 G2452 Boilers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 590 G2453 Chimney Damper Opening Area . . . . . . . . . . . . 590 G2454 Outdoor Decorative Appliances. . . . . . . . . . . . . 590
Part VII--Plumbing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 591
CHAPTER 25 PLUMBING ADMINISTRATION . . . . . . . . . . . . . 591
Section P2501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 591 P2502 Existing Plumbing Systems . . . . . . . . . . . . . . . . 591 P2503 Inspection and Tests. . . . . . . . . . . . . . . . . . . . . . 591
CHAPTER 26 GENERAL PLUMBING REQUIREMENTS . . . . . . . . . . . . . . . 593
Section P2601 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 593 P2602 Individual Water Supply and
Sewage Disposal . . . . . . . . . . . . . . . . . . . . . . 593 P2603 Structural and Piping Protection . . . . . . . . . . . . 593 P2604 Trenching and Backfilling . . . . . . . . . . . . . . . . . 594 P2605 Support . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 594 P2606 Penetrations . . . . . . . . . . . . . . . . . . . . . . . . . . . . 595 P2607 Waterproofing of Openings . . . . . . . . . . . . . . . . 595 P2608 Workmanship . . . . . . . . . . . . . . . . . . . . . . . . . . . 595 P2609 Materials Evaluation and Listing . . . . . . . . . . . . 595
CHAPTER 27 PLUMBING FIXTURES . . . . . . . . . . 597 Section P2701 Fixtures, Faucets and Fixture Fittings . . . . . . . . 597 P2702 Fixture Accessories . . . . . . . . . . . . . . . . . . . . . . 597 P2703 Tail Pieces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 597 P2704 Access to Connections . . . . . . . . . . . . . . . . . . . . 597 P2705 Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 597 P2706 Waste Receptors. . . . . . . . . . . . . . . . . . . . . . . . . 597 P2707 Directional Fittings . . . . . . . . . . . . . . . . . . . . . . 599 P2708 Showers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 599

xxii

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

TABLE OF CONTENTS

P2709 P2710 P2711 P2712 P2713 P2714 P2715 P2716 P2717 P2718 P2719 P2720 P2721 P2722 P2723 P2724
P2725

Shower Receptors. . . . . . . . . . . . . . . . . . . . . . . . 599 Shower Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . 600 Lavatories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 600 Water Closets . . . . . . . . . . . . . . . . . . . . . . . . . . . 600 Bathtubs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601 Sinks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601 Laundry Tubs . . . . . . . . . . . . . . . . . . . . . . . . . . . 601 Food-Waste Disposer . . . . . . . . . . . . . . . . . . . . . 601 Dishwashing Machines. . . . . . . . . . . . . . . . . . . . 601 Clothes Washing Machine . . . . . . . . . . . . . . . . . 601 Floor Drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601 Whirlpool Bathtubs . . . . . . . . . . . . . . . . . . . . . . 601 Bidet Installations. . . . . . . . . . . . . . . . . . . . . . . . 601 Fixture Fitting. . . . . . . . . . . . . . . . . . . . . . . . . . . 602 Macerating Toilet Systems . . . . . . . . . . . . . . . . . 602 Speciality Temperature Control Devices
and Valves . . . . . . . . . . . . . . . . . . . . . . . . . . . 602 Nonliquid Saturated Treatment Systems . . . . . . 602

CHAPTER 28 WATER HEATERS . . . . . . . . . . . . . . 603 Section P2801 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 603 P2802 Solar Water Heating Systems . . . . . . . . . . . . . . . 603 P2803 Water Heaters Used for Space Heating . . . . . . . 603 P2804 Relief Valves . . . . . . . . . . . . . . . . . . . . . . . . . . . 604

CHAPTER 29 WATER SUPPLY AND DISTRIBUTION . . . . . . . . . . . . . . . . . 605
Section P2901 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605 P2902 Protection of Potable Water Supply . . . . . . . . . . 605 P2903 Water Supply System . . . . . . . . . . . . . . . . . . . . . 608 P2904 Dwelling Unit Fire Sprinkler Systems . . . . . . . . 613 P2905 Heated Water Distribution Systems . . . . . . . . . . 624 P2906 Materials, Joints and Connections . . . . . . . . . . . 624 P2907 Changes in Direction . . . . . . . . . . . . . . . . . . . . . 627 P2908 Support . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 627 P2909 Drinking Water Treatment Units . . . . . . . . . . . . 628 P2910 Nonpotable Water Systems . . . . . . . . . . . . . . . . 628 P2911 On-site Nonpotable Water Reuse Systems. . . . . 631 P2912 Nonpotable Rainwater Collection
and Distribution Systems . . . . . . . . . . . . . . . . 632

P2913 Reclaimed Water Systems . . . . . . . . . . . . . . . . . 634
CHAPTER 30 SANITARY DRAINAGE . . . . . . . . . . 635 Section P3001 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 635 P3002 Materials. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 635 P3003 Joints and Connections. . . . . . . . . . . . . . . . . . . . 637 P3004 Determining Drainage Fixture Units . . . . . . . . . 639 P3005 Drainage System . . . . . . . . . . . . . . . . . . . . . . . . 639 P3006 Sizing of Drain Pipe Offsets . . . . . . . . . . . . . . . 643 P3007 Sumps and Ejectors . . . . . . . . . . . . . . . . . . . . . . 643 P3008 Backwater Valves . . . . . . . . . . . . . . . . . . . . . . . 644 P3009 Subsurface Landscape Irrigation Systems . . . . . 644 P3010 Replacement of Underground Sewers
by Pipe Bursting Methods . . . . . . . . . . . . . . . 646
CHAPTER 31 VENTS . . . . . . . . . . . . . . . . . . . . . . . . . 647 Section P3101 Vent Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . 647 P3102 Vent Stacks and Stack Vents . . . . . . . . . . . . . . . 647 P3103 Vent Terminals. . . . . . . . . . . . . . . . . . . . . . . . . . 647 P3104 Vent Connections and Grades . . . . . . . . . . . . . . 647 P3105 Fixture Vents . . . . . . . . . . . . . . . . . . . . . . . . . . . 648 P3106 Individual Vent . . . . . . . . . . . . . . . . . . . . . . . . . 648 P3107 Common Vent . . . . . . . . . . . . . . . . . . . . . . . . . . 648 P3108 Wet Venting . . . . . . . . . . . . . . . . . . . . . . . . . . . . 648 P3109 Waste Stack Vent . . . . . . . . . . . . . . . . . . . . . . . . 649 P3110 Circuit Venting. . . . . . . . . . . . . . . . . . . . . . . . . . 649 P3111 Combination Waste and Vent System . . . . . . . . 649 P3112 Island Fixture Venting . . . . . . . . . . . . . . . . . . . . 650 P3113 Vent Pipe Sizing. . . . . . . . . . . . . . . . . . . . . . . . . 650 P3114 Air Admittance Valves. . . . . . . . . . . . . . . . . . . . 650
CHAPTER 32 TRAPS . . . . . . . . . . . . . . . . . . . . . . . . . 653 Section P3201 Fixture Traps . . . . . . . . . . . . . . . . . . . . . . . . . . . 653
CHAPTER 33 STORM DRAINAGE . . . . . . . . . . . . . 655 Section P3301 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 655 P3302 Subsoil Drains . . . . . . . . . . . . . . . . . . . . . . . . . . 655 P3303 Sumps and Pumping Systems . . . . . . . . . . . . . . 655

2015 INTERNATIONAL RESIDENTIAL CODE®

xxiii

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

TABLE OF CONTENTS

Part VIII--Electrical . . . . . . . . . . . . . . . . . . . . . . . . . . . . 657
CHAPTER 34 GENERAL REQUIREMENTS . . . . . 657 Section E3401 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 657 E3402 Building Structure Protection . . . . . . . . . . . . . . . 658 E3403 Inspection and Approval. . . . . . . . . . . . . . . . . . . 658 E3404 General Equipment Requirements . . . . . . . . . . . 658 E3405 Equipment Location and Clearances . . . . . . . . . 660 E3406 Electrical Conductors and Connections . . . . . . . 660 E3407 Conductor and Terminal Identification . . . . . . . 663
CHAPTER 35 ELECTRICAL DEFINITIONS . . . . . 665 Section E3501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 665
CHAPTER 36 SERVICES . . . . . . . . . . . . . . . . . . . . . . 671 Section E3601 General Services. . . . . . . . . . . . . . . . . . . . . . . . . 671 E3602 Service Size and Rating . . . . . . . . . . . . . . . . . . . 671 E3603 Service, Feeder and Grounding
Electrode Conductor Sizing . . . . . . . . . . . . . . 672 E3604 Overhead Service and Service-entrance
Conductor Installation . . . . . . . . . . . . . . . . . . 673 E3605 Service-entrance Conductors . . . . . . . . . . . . . . . 675 E3606 Service Equipment--General. . . . . . . . . . . . . . . 675 E3607 System Grounding . . . . . . . . . . . . . . . . . . . . . . . 676 E3608 Grounding Electrode System . . . . . . . . . . . . . . . 676 E3609 Bonding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 678 E3610 Grounding Electrode Conductors . . . . . . . . . . . . 679 E3611 Grounding Electrode Conductor
Connection to the Grounding Electrodes . . . . 679
CHAPTER 37 BRANCH CIRCUIT AND FEEDER REQUIREMENTS . . . . . . . 681
Section E3701 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 681 E3702 Branch Circuit Ratings . . . . . . . . . . . . . . . . . . . . 681 E3703 Required Branch Circuits . . . . . . . . . . . . . . . . . . 682 E3704 Feeder Requirements . . . . . . . . . . . . . . . . . . . . . 683 E3705 Conductor Sizing and Overcurrent
Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . 684 E3706 Panelboards. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 687

CHAPTER 38 WIRING METHODS . . . . . . . . . . . . . 689 Section E3801 General Requirements . . . . . . . . . . . . . . . . . . . . 689 E3802 Above-ground Installation Requirements . . . . . 689 E3803 Underground Installation Requirements . . . . . . 691
CHAPTER 39 POWER AND LIGHTING DISTRIBUTION . . . . . . . . . . . . . . . . . 695
Section E3901 Receptacle Outlets . . . . . . . . . . . . . . . . . . . . . . . 695 E3902 Ground-fault and Arc-fault
Circuit-interrupter Protection. . . . . . . . . . . . . 697 E3903 Lighting Outlets . . . . . . . . . . . . . . . . . . . . . . . . . 699 E3904 General Installation Requirements. . . . . . . . . . . 699 E3905 Boxes, Conduit Bodies and Fittings. . . . . . . . . . 711 E3906 Installation of Boxes, Conduit
Bodies and Fittings . . . . . . . . . . . . . . . . . . . . 714 E3907 Cabinets and Panelboards . . . . . . . . . . . . . . . . . 716 E3908 Grounding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 717 E3909 Flexible Cords . . . . . . . . . . . . . . . . . . . . . . . . . . 721
CHAPTER 40 DEVICES AND LUMINAIRES . . . . 723 Section E4001 Switches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 723 E4002 Receptacles. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 724 E4003 Luminaires . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725 E4004 Luminaire Installation . . . . . . . . . . . . . . . . . . . . 727 E4005 Track Lighting . . . . . . . . . . . . . . . . . . . . . . . . . . 728
CHAPTER 41 APPLIANCE INSTALLATION . . . . 729 Section E4101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729
CHAPTER 42 SWIMMING POOLS . . . . . . . . . . . . . 733 Section E4201 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 733 E4202 Wiring Methods for Pools, Spas, Hot Tubs and
Hydromassage Bathtubs. . . . . . . . . . . . . . . . . 733 E4203 Equipment Location and Clearances . . . . . . . . . 735 E4204 Bonding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 737 E4205 Grounding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 739 E4206 Equipment Installation . . . . . . . . . . . . . . . . . . . . 740 E4207 Storable Swimming Pools,
Storable Spas, and Storable Hot Tubs . . . . . . 742

xxiv

TABLE OF CONTENTS

E4208 Spas and Hot Tubs . . . . . . . . . . . . . . . . . . . . . . . 743 E4209 Hydromassage Bathtubs . . . . . . . . . . . . . . . . . . . 743
CHAPTER 43 CLASS 2 REMOTE-CONTROL, SIGNALING AND POWERLIMITED CIRCUITS. . . . . . . . . . . . . 745
Section E4301 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 745 E4302 Power Sources . . . . . . . . . . . . . . . . . . . . . . . . . . 745 E4303 Wiring Methods . . . . . . . . . . . . . . . . . . . . . . . . . 745 E4304 Installation Requirements . . . . . . . . . . . . . . . . . . 746
Part IX--Referenced Standards . . . . . . . . . . . . . . . . . . . 747
CHAPTER 44 REFERENCED STANDARDS . . . . . 747
APPENDIX A SIZING AND CAPACITIES OF GAS PIPING . . . . . . . . . . . . . . . . . 773
APPENDIX B SIZING OF VENTING SYSTEMS SERVING APPLIANCES EQUIPPED WITH DRAFT HOODS, CATEGORY I APPLIANCES, AND APPLIANCES LISTED FOR USE WITH TYPE B VENTS . . . . . . . . . . . . . . . . . . . . . . . . . 785
APPENDIX C EXIT TERMINALS OF MECHANICAL DRAFT AND DIRECT-VENT VENTING SYSTEMS . . . . . . . . . . . . . . . . . . . . . . 795
APPENDIX D RECOMMENDED PROCEDURE FOR SAFETY INSPECTION OF AN EXISTING APPLIANCE INSTALLATION . . . . . . . . . . . . . . . . 797
APPENDIX E MANUFACTURED HOUSING USED AS DWELLINGS. . . . . . . . . . . 803
Section AE101 Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 803 AE102 Application to Existing Manufactured Homes
and Building Service Equipment . . . . . . . . . . 803 AE201 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 804 AE301 Permits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 804 AE302 Application for Permit . . . . . . . . . . . . . . . . . . . . 804 AE303 Permits Issuance . . . . . . . . . . . . . . . . . . . . . . . . . 805 AE304 Fees. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 806 AE305 Inspections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 806 AE306 Special Inspections . . . . . . . . . . . . . . . . . . . . . . . 807 AE307 Utility Service. . . . . . . . . . . . . . . . . . . . . . . . . . . 807

AE401 Occupancy Classification. . . . . . . . . . . . . . . . . . 807 AE402 Location on Property . . . . . . . . . . . . . . . . . . . . . 807 AE501 Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 807 AE502 Foundation Systems . . . . . . . . . . . . . . . . . . . . . . 808 AE503 Skirting and Perimeter Enclosures. . . . . . . . . . . 808 AE504 Structural Additions . . . . . . . . . . . . . . . . . . . . . . 808 AE505 Building Service Equipment . . . . . . . . . . . . . . . 809 AE506 Exits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 809 AE507 Occupancy, Fire Safety and Energy
Conservation Standards . . . . . . . . . . . . . . . . . 809 AE600 Special Requirements for
Foundation Systems . . . . . . . . . . . . . . . . . . . . 809 AE601 Footings and Foundations . . . . . . . . . . . . . . . . . 809 AE602 Pier Construction . . . . . . . . . . . . . . . . . . . . . . . . 809 AE603 Height of Piers . . . . . . . . . . . . . . . . . . . . . . . . . . 809 AE604 Anchorage Installations . . . . . . . . . . . . . . . . . . . 810 AE605 Ties, Materials and Installation . . . . . . . . . . . . . 810 AE606 Referenced Standards. . . . . . . . . . . . . . . . . . . . . 811
APPENDIX F PASSIVE RADON GAS CONTROLS . . . . . . . . . . . . . . . . 813
Section AF101 Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 813 AF102 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 813 AF103 Passive Radon-resistant
System Requirements. . . . . . . . . . . . . . . . . . . 813
APPENDIX G PIPING STANDARDS FOR VARIOUS APPLICATIONS . . . . . . . 819
Section AG101 Plastic Piping Standards. . . . . . . . . . . . . . . . . . . 819 AG102 Referenced Standards. . . . . . . . . . . . . . . . . . . . . 822
APPENDIX H PATIO COVERS . . . . . . . . . . . . . . . . 823 Section AH101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 823 AH102 Definition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 823 AH103 Exterior Walls and Openings . . . . . . . . . . . . . . . 823 AH104 Height. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 823 AH105 Structural Provisions . . . . . . . . . . . . . . . . . . . . . 823 AH106 Special Provisions for Aluminum Screen
Enclosures in Hurricane-prone Regions . . . . 823
APPENDIX I PRIVATE SEWAGE DISPOSAL . . . 827 Section AI101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 827

2015 INTERNATIONAL RESIDENTIAL CODE®

xxv

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

TABLE OF CONTENTS

APPENDIX J EXISTING BUILDINGS AND STRUCTURES . . . . . . . . . . . . . 829
Section AJ101 Purpose and Intent . . . . . . . . . . . . . . . . . . . . . . . 829 AJ102 Compliance. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 829 AJ103 Preliminary Meeting. . . . . . . . . . . . . . . . . . . . . . 830 AJ104 Evaluation of an Existing Building . . . . . . . . . . 830 AJ105 Permit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 830 AJ201 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 830 AJ301 Repairs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 831 AJ401 Renovations . . . . . . . . . . . . . . . . . . . . . . . . . . . . 831 AJ501 Alterations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 831 AJ601 Reconstruction . . . . . . . . . . . . . . . . . . . . . . . . . . 832
APPENDIX K SOUND TRANSMISSION . . . . . . . . . 835 Section AK101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 835 AK102 Air-borne Sound . . . . . . . . . . . . . . . . . . . . . . . . . 835 AK103 Structural-borne Sound. . . . . . . . . . . . . . . . . . . . 835 AK104 Referenced Standards . . . . . . . . . . . . . . . . . . . . . 835
APPENDIX L PERMIT FEES . . . . . . . . . . . . . . . . . . 837
APPENDIX M HOME DAY CARE--R-3 OCCUPANCY . . . . . . . . . . . . . . . . . . . 839
Section AM101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 839 AM102 Definition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 839 AM103 Means of Egress . . . . . . . . . . . . . . . . . . . . . . . . . 839 AM104 Smoke Detection . . . . . . . . . . . . . . . . . . . . . . . . 840
APPENDIX N VENTING METHODS . . . . . . . . . . . . 841
APPENDIX O AUTOMATIC VEHICULAR GATES . . . . . . . . . . . . . . . . . . . . . . . . . 847
Section AO101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 847 AO102 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 847 AO103 Automatic Vehicular Gates . . . . . . . . . . . . . . . . 847
APPENDIX P SIZING OF WATER PIPING SYSTEM . . . . . . . . . . . . . . . . 849
Section AP101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 849 AP102 Information Required . . . . . . . . . . . . . . . . . . . . . 849 AP103 Selection of Pipe Size. . . . . . . . . . . . . . . . . . . . . 849 AP201 Selection of Pipe Size. . . . . . . . . . . . . . . . . . . . . 866

APPENDIX Q RESERVED. . . . . . . . . . . . . . . . . . . . . 869
APPENDIX R LIGHT STRAW-CLAY CONSTRUCTION . . . . . . . . . . . . . . . 871
Section AR101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 871 AR102 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 871 AR103 Nonbearing Light Straw-
Clay Construction . . . . . . . . . . . . . . . . . . . . . 871 AR104 Thermal Insulation . . . . . . . . . . . . . . . . . . . . . . . 873 AR105 Referenced Standard . . . . . . . . . . . . . . . . . . . . . 873
APPENDIX S STRAWBALE CONSTRUCTION. . . 875 Section AS101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 875 AS102 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 875 AS103 Bales. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 875 AS104 Finishes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 876 AS105 Strawbale Walls--General. . . . . . . . . . . . . . . . . 877 AS106 Strawbale Walls--Structural . . . . . . . . . . . . . . . 879 AS107 Fire Resistance . . . . . . . . . . . . . . . . . . . . . . . . . . 882 AS108 Thermal Insulation . . . . . . . . . . . . . . . . . . . . . . . 883 AS109 Referenced Standards. . . . . . . . . . . . . . . . . . . . . 883
APPENDIX T RECOMMENDED PROCEDURE FOR WORST-CASE TESTING OF ATMOSPHERIC VENTING SYSTEMS UNDER N1102.4 OR N1105 CONDITIONS 5ACH50. . . . 885
Section T101 Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 885 T202 General Definitions . . . . . . . . . . . . . . . . . . . . . . 885 T301 Testing Procedure . . . . . . . . . . . . . . . . . . . . . . . 885
APPENDIX U SOLAR-READY PROVISIONSDETACHED ONE- AND TWO-FAMILY DWELLINGS, MULTIPLE SINGLE-FAMILY DWELLINGS (TOWNHOUSES) . . . 887
Section U101 Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 887 U102 General Definitions . . . . . . . . . . . . . . . . . . . . . . 887 U103 Solar-ready Zone . . . . . . . . . . . . . . . . . . . . . . . . 887
INDEX . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 889

xxvi

Part I--Administrative

CHAPTER 1
SCOPE AND ADMINISTRATION

PART 1--SCOPE AND APPLICATION
SECTION R101 GENERAL
R101.1 Title. These provisions shall be known as the Residential Code for One- and Two-family Dwellings of [NAME OF JURISDICTION], and shall be cited as such and will be referred to herein as "this code."
R101.2 Scope. The provisions of the International Residential Code for One- and Two-family Dwellings shall apply to the construction, alteration, movement, enlargement, replacement, repair, equipment, use and occupancy, location, removal and demolition of detached one- and two-family dwellings and townhouses not more than three stories above grade plane in height with a separate means of egress and their accessory structures not more than three stories above grade plane in height.
Exceptions:
1. Live/work units located in townhouses and complying with the requirements of Section 419 of the International Building Code shall be permitted to be constructed in accordance with the International Residential Code for One- and Two-Family Dwellings. Fire suppression required by Section 419.5 of the International Building Code where constructed under the International Residential Code for Oneand Two-family Dwellings shall conform to Section P2904.
2. Owner-occupied lodging houses with five or fewer guestrooms shall be permitted to be constructed in accordance with the International Residential Code for One- and Two-family Dwellings where equipped with a fire sprinkler system in accordance with Section P2904.
R101.3 Intent. The purpose of this code is to establish minimum requirements to safeguard the public safety, health and general welfare through affordability, structural strength, means of egress facilities, stability, sanitation, light and ventilation, energy conservation and safety to life and property from fire and other hazards attributed to the built environment and to provide safety to fire fighters and emergency responders during emergency operations.

SECTION R102 APPLICABILITY
R102.1 General. Where there is a conflict between a general requirement and a specific requirement, the specific requirement shall be applicable. Where, in any specific case, different sections of this code specify different materials, methods of construction or other requirements, the most restrictive shall govern.
R102.2 Other laws. The provisions of this code shall not be deemed to nullify any provisions of local, state or federal law.
R102.3 Application of references. References to chapter or section numbers, or to provisions not specifically identified by number, shall be construed to refer to such chapter, section or provision of this code.
R102.4 Referenced codes and standards. The codes and standards referenced in this code shall be considered part of the requirements of this code to the prescribed extent of each such reference and as further regulated in Sections R102.4.1 and R102.4.2.
Exception: Where enforcement of a code provision would violate the conditions of the listing of the equipment or appliance, the conditions of the listing and manufacturer's instructions shall apply.
R102.4.1 Conflicts. Where conflicts occur between provisions of this code and referenced codes and standards, the provisions of this code shall apply.
R102.4.2 Provisions in referenced codes and standards. Where the extent of the reference to a referenced code or standard includes subject matter that is within the scope of this code, the provisions of this code, as applicable, shall take precedence over the provisions in the referenced code or standard.
R102.5 Appendices. Provisions in the appendices shall not apply unless specifically referenced in the adopting ordinance.
R102.6 Partial invalidity. In the event any part or provision of this code is held to be illegal or void, this shall not have the effect of making void or illegal any of the other parts or provisions.
R102.7 Existing structures. The legal occupancy of any structure existing on the date of adoption of this code shall be permitted to continue without change, except as is specifically covered in this code, the International Property Mainte-

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SCOPE AND ADMINISTRATION

nance Code or the International Fire Code, or as is deemed necessary by the building official for the general safety and welfare of the occupants and the public.
R102.7.1 Additions, alterations or repairs. Additions, alterations or repairs to any structure shall conform to the requirements for a new structure without requiring the existing structure to comply with the requirements of this code, unless otherwise stated. Additions, alterations, repairs and relocations shall not cause an existing structure to become unsafe or adversely affect the performance of the building.
PART 2--ADMINISTRATION AND ENFORCEMENT
SECTION R103 DEPARTMENT OF BUILDING SAFETY
R103.1 Creation of enforcement agency. The department of building safety is hereby created and the official in charge thereof shall be known as the building official.
R103.2 Appointment. The building official shall be appointed by the jurisdiction.
R103.3 Deputies. In accordance with the prescribed procedures of this jurisdiction and with the concurrence of the appointing authority, the building official shall have the authority to appoint a deputy building official, the related technical officers, inspectors, plan examiners and other employees. Such employees shall have powers as delegated by the building official.
SECTION R104 DUTIES AND POWERS OF THE BUILDING OFFICIAL
R104.1 General. The building official is hereby authorized and directed to enforce the provisions of this code. The building official shall have the authority to render interpretations of this code and to adopt policies and procedures in order to clarify the application of its provisions. Such interpretations, policies and procedures shall be in conformance with the intent and purpose of this code. Such policies and procedures shall not have the effect of waiving requirements specifically provided for in this code.
R104.2 Applications and permits. The building official shall receive applications, review construction documents and issue permits for the erection and alteration of buildings and structures, inspect the premises for which such permits have been issued and enforce compliance with the provisions of this code.
R104.3 Notices and orders. The building official shall issue necessary notices or orders to ensure compliance with this code.
R104.4 Inspections. The building official shall make the required inspections, or the building official shall have the authority to accept reports of inspection by approved agencies or individuals. Reports of such inspections shall be in writing and be certified by a responsible officer of such approved agency or by the responsible individual. The build-

ing official is authorized to engage such expert opinion as deemed necessary to report upon unusual technical issues that arise, subject to the approval of the appointing authority.
R104.5 Identification. The building official shall carry proper identification when inspecting structures or premises in the performance of duties under this code.
R104.6 Right of entry. Where it is necessary to make an inspection to enforce the provisions of this code, or where the building official has reasonable cause to believe that there exists in a structure or upon a premises a condition that is contrary to or in violation of this code that makes the structure or premises unsafe, dangerous or hazardous, the building official or designee is authorized to enter the structure or premises at reasonable times to inspect or to perform the duties imposed by this code, provided that if such structure or premises be occupied that credentials be presented to the occupant and entry requested. If such structure or premises is unoccupied, the building official shall first make a reasonable effort to locate the owner, the owner's authorized agent, or other person having charge or control of the structure or premises and request entry. If entry is refused, the building official shall have recourse to the remedies provided by law to secure entry.
R104.7 Department records. The building official shall keep official records of applications received, permits and certificates issued, fees collected, reports of inspections, and notices and orders issued. Such records shall be retained in the official records for the period required for the retention of public records.
R104.8 Liability. The building official, member of the board of appeals or employee charged with the enforcement of this code, while acting for the jurisdiction in good faith and without malice in the discharge of the duties required by this code or other pertinent law or ordinance, shall not thereby be rendered civilly or criminally liable personally and is hereby relieved from personal liability for any damage accruing to persons or property as a result of any act or by reason of an act or omission in the discharge of official duties.
R104.8.1 Legal defense. Any suit or criminal complaint instituted against an officer or employee because of an act performed by that officer or employee in the lawful discharge of duties and under the provisions of this code shall be defended by legal representatives of the jurisdiction until the final termination of the proceedings. The building official or any subordinate shall not be liable for cost in any action, suit or proceeding that is instituted in pursuance of the provisions of this code.
R104.9 Approved materials and equipment. Materials, equipment and devices approved by the building official shall be constructed and installed in accordance with such approval.
R104.9.1 Used materials and equipment. Used materials, equipment and devices shall not be reused unless approved by the building official.
R104.10 Modifications. Where there are practical difficulties involved in carrying out the provisions of this code, the building official shall have the authority to grant modifica-

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SCOPE AND ADMINISTRATION

100371604

tions for individual cases, provided the building official shall first find that special individual reason makes the strict letter of this code impractical and the modification is in compliance with the intent and purpose of this code and that such modification does not lessen health, life and fire safety or structural requirements. The details of action granting modifications shall be recorded and entered in the files of the department of building safety.
R104.10.1 Flood hazard areas. The building official shall not grant modifications to any provisions required in flood hazard areas as established by Table R301.2(1) unless a determination has been made that:
1. There is good and sufficient cause showing that the unique characteristics of the size, configuration or topography of the site render the elevation standards of Section R322 inappropriate.
2. Failure to grant the modification would result in exceptional hardship by rendering the lot undevelopable.
3. The granting of modification will not result in increased flood heights, additional threats to public safety, extraordinary public expense, cause fraud on or victimization of the public, or conflict with existing laws or ordinances.
4. The modification is the minimum necessary to afford relief, considering the flood hazard.
5. Written notice specifying the difference between the design flood elevation and the elevation to which the building is to be built, stating that the cost of flood insurance will be commensurate with the increased risk resulting from the reduced floor elevation and stating that construction below the design flood elevation increases risks to life and property, has been submitted to the applicant.
R104.11 Alternative materials, design and methods of construction and equipment. The provisions of this code are not intended to prevent the installation of any material or to prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved. An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, not less than the equivalent of that prescribed in this code. Compliance with the specific performance-based provisions of the International Codes shall be an alternative to the specific requirements of this code. Where the alternative material, design or method of construction is not approved, the building official shall respond in writing, stating the reasons why the alternative was not approved.
R104.11.1 Tests. Where there is insufficient evidence of compliance with the provisions of this code, or evidence that a material or method does not conform to the requirements of this code, or in order to substantiate claims for alternative materials or methods, the building official shall

have the authority to require tests as evidence of compliance to be made at no expense to the jurisdiction. Test methods shall be as specified in this code or by other recognized test standards. In the absence of recognized and accepted test methods, the building official shall approve the testing procedures. Tests shall be performed by an approved agency. Reports of such tests shall be retained by the building official for the period required for retention of public records.
SECTION R105 PERMITS
R105.1 Required. Any owner or owner's authorized agent who intends to construct, enlarge, alter, repair, move, demolish or change the occupancy of a building or structure, or to erect, install, enlarge, alter, repair, remove, convert or replace any electrical, gas, mechanical or plumbing system, the installation of which is regulated by this code, or to cause any such work to be performed, shall first make application to the building official and obtain the required permit.
R105.2 Work exempt from permit. Exemption from permit requirements of this code shall not be deemed to grant authorization for any work to be done in any manner in violation of the provisions of this code or any other laws or ordinances of this jurisdiction. Permits shall not be required for the following:
Building:
1. One-story detached accessory structures, provided that the floor area does not exceed 200 square feet (18.58 m2).
2. Fences not over 7 feet (2134 mm) high.
3. Retaining walls that are not over 4 feet (1219 mm) in height measured from the bottom of the footing to the top of the wall, unless supporting a surcharge.
4. Water tanks supported directly upon grade if the capacity does not exceed 5,000 gallons (18 927 L) and the ratio of height to diameter or width does not exceed 2 to 1.
5. Sidewalks and driveways.
6. Painting, papering, tiling, carpeting, cabinets, counter tops and similar finish work.
7. Prefabricated swimming pools that are less than 24 inches (610 mm) deep.
8. Swings and other playground equipment.
9. Window awnings supported by an exterior wall that do not project more than 54 inches (1372 mm) from the exterior wall and do not require additional support.
10. Decks not exceeding 200 square feet (18.58 m2) in area, that are not more than 30 inches (762 mm) above grade at any point, are not attached to a dwelling do not serve the exit door required by Section R311.4.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SCOPE AND ADMINISTRATION

Electrical:
1. Listed cord-and-plug connected temporary decorative lighting.
2. Reinstallation of attachment plug receptacles but not the outlets therefor.
3. Replacement of branch circuit overcurrent devices of the required capacity in the same location.
4. Electrical wiring, devices, appliances, apparatus or equipment operating at less than 25 volts and not capable of supplying more than 50 watts of energy.
5. Minor repair work, including the replacement of lamps or the connection of approved portable electrical equipment to approved permanently installed receptacles.
Gas:
1. Portable heating, cooking or clothes drying appliances.
2. Replacement of any minor part that does not alter approval of equipment or make such equipment unsafe.
3. Portable-fuel-cell appliances that are not connected to a fixed piping system and are not interconnected to a power grid.
Mechanical:
1. Portable heating appliances.
2. Portable ventilation appliances.
3. Portable cooling units.
4. Steam, hot- or chilled-water piping within any heating or cooling equipment regulated by this code.
5. Replacement of any minor part that does not alter approval of equipment or make such equipment unsafe.
6. Portable evaporative coolers.
7. Self-contained refrigeration systems containing 10 pounds (4.54 kg) or less of refrigerant or that are actuated by motors of 1 horsepower (746 W) or less.
8. Portable-fuel-cell appliances that are not connected to a fixed piping system and are not interconnected to a power grid.
Plumbing:
1. The stopping of leaks in drains, water, soil, waste or vent pipe; provided, however, that if any concealed trap, drainpipe, water, soil, waste or vent pipe becomes defective and it becomes necessary to remove and replace the same with new material, such work shall be considered as new work and a permit shall be obtained and inspection made as provided in this code.
2. The clearing of stoppages or the repairing of leaks in pipes, valves or fixtures, and the removal and reinstallation of water closets, provided such repairs do

not involve or require the replacement or rearrangement of valves, pipes or fixtures.
R105.2.1 Emergency repairs. Where equipment replacements and repairs must be performed in an emergency situation, the permit application shall be submitted within the next working business day to the building official.
R105.2.2 Repairs. Application or notice to the building official is not required for ordinary repairs to structures, replacement of lamps or the connection of approved portable electrical equipment to approved permanently installed receptacles. Such repairs shall not include the cutting away of any wall, partition or portion thereof, the removal or cutting of any structural beam or load-bearing support, or the removal or change of any required means of egress, or rearrangement of parts of a structure affecting the egress requirements; nor shall ordinary repairs include addition to, alteration of, replacement or relocation of any water supply, sewer, drainage, drain leader, gas, soil, waste, vent or similar piping, electric wiring or mechanical or other work affecting public health or general safety.
R105.2.3 Public service agencies. A permit shall not be required for the installation, alteration or repair of generation, transmission, distribution, metering or other related equipment that is under the ownership and control of public service agencies by established right.
R105.3 Application for permit. To obtain a permit, the applicant shall first file an application therefor in writing on a form furnished by the department of building safety for that purpose. Such application shall:
1. Identify and describe the work to be covered by the permit for which application is made.
2. Describe the land on which the proposed work is to be done by legal description, street address or similar description that will readily identify and definitely locate the proposed building or work.
3. Indicate the use and occupancy for which the proposed work is intended.
4. Be accompanied by construction documents and other information as required in Section R106.1.
5. State the valuation of the proposed work.
6. Be signed by the applicant or the applicant's authorized agent.
7. Give such other data and information as required by the building official.
R105.3.1 Action on application. The building official shall examine or cause to be examined applications for permits and amendments thereto within a reasonable time after filing. If the application or the construction documents do not conform to the requirements of pertinent laws, the building official shall reject such application in writing stating the reasons therefor. If the building official is satisfied that the proposed work conforms to the requirements of this code and laws and ordinances applicable thereto, the building official shall issue a permit therefor as soon as practicable.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SCOPE AND ADMINISTRATION

R105.3.1.1 Determination of substantially improved or substantially damaged existing buildings in flood hazard areas. For applications for reconstruction, rehabilitation, addition, alteration, repair or other improvement of existing buildings or structures located in a flood hazard area as established by Table R301.2(1), the building official shall examine or cause to be examined the construction documents and shall make a determination with regard to the value of the proposed work. For buildings that have sustained damage of any origin, the value of the proposed work shall include the cost to repair the building or structure to its predamaged condition. If the building official finds that the value of proposed work equals or exceeds 50 percent of the market value of the building or structure before the damage has occurred or the improvement is started, the proposed work is a substantial improvement or restoration of substantial damage and the building official shall require existing portions of the entire building or structure to meet the requirements of Section R322.
For the purpose of this determination, a substantial improvement shall mean any repair, reconstruction, rehabilitation, addition or improvement of a building or structure, the cost of which equals or exceeds 50 percent of the market value of the building or structure before the improvement or repair is started. Where the building or structure has sustained substantial damage, repairs necessary to restore the building or structure to its predamaged condition shall be considered substantial improvements regardless of the actual repair work performed. The term shall not include either of the following:
1. Improvements to a building or structure that are required to correct existing health, sanitary or safety code violations identified by the building official and that are the minimum necessary to ensure safe living conditions.
2. Any alteration of a historic building or structure, provided that the alteration will not preclude the continued designation as a historic building or structure. For the purposes of this exclusion, a historic building shall be any of the following:
2.1. Listed or preliminarily determined to be eligible for listing in the National Register of Historic Places.
2.2. Determined by the Secretary of the U.S. Department of Interior as contributing to the historical significance of a registered historic district or a district preliminarily determined to qualify as an historic district.
2.3. Designated as historic under a state or local historic preservation program that is approved by the Department of Interior.
R105.3.2 Time limitation of application. An application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing unless such application has been pursued in good faith or a

permit has been issued; except that the building official is authorized to grant one or more extensions of time for additional periods not exceeding 180 days each. The extension shall be requested in writing and justifiable cause demonstrated.
R105.4 Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is authorized to prevent occupancy or use of a structure where in violation of this code or of any other ordinances of this jurisdiction.
R105.5 Expiration. Every permit issued shall become invalid unless the work authorized by such permit is commenced within 180 days after its issuance, or if the work authorized by such permit is suspended or abandoned for a period of 180 days after the time the work is commenced. The building official is authorized to grant, in writing, one or more extensions of time, for periods not more than 180 days each. The extension shall be requested in writing and justifiable cause demonstrated.
R105.6 Suspension or revocation. The building official is authorized to suspend or revoke a permit issued under the provisions of this code wherever the permit is issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any ordinance or regulation or any of the provisions of this code.
R105.7 Placement of permit. The building permit or a copy shall be kept on the site of the work until the completion of the project.
R105.8 Responsibility. It shall be the duty of every person who performs work for the installation or repair of building, structure, electrical, gas, mechanical or plumbing systems, for which this code is applicable, to comply with this code.
R105.9 Preliminary inspection. Before issuing a permit, the building official is authorized to examine or cause to be examined buildings, structures and sites for which an application has been filed.
SECTION R106 CONSTRUCTION DOCUMENTS
R106.1 Submittal documents. Submittal documents consisting of construction documents, and other data shall be submitted in two or more sets with each application for a permit. The construction documents shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. Where special conditions exist, the building official is authorized to require additional construction documents to be prepared by a registered design professional.
Exception: The building official is authorized to waive the submission of construction documents and other data not

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SCOPE AND ADMINISTRATION

required to be prepared by a registered design professional if it is found that the nature of the work applied for is such that reviewing of construction documents is not necessary to obtain compliance with this code.

R106.1.1 Information on construction documents. Con-

struction documents shall be drawn upon suitable material.

Electronic media documents are permitted to be submitted

where approved by the building official. Construction

documents shall be of sufficient clarity to indicate the

location, nature and extent of the work proposed and show

in detail that it will conform to the provisions of this code

and relevant laws, ordinances, rules and regulations, as

determined by the building official.

R106.1.2 Manufacturer's installation instructions. Manufacturer's installation instructions, as required by this code, shall be available on the job site at the time of inspection.

** R106.1.3 Information on braced wall design. For buildings and structures utilizing braced wall design, and where required by the building official, braced wall lines shall be identified on the construction documents. Pertinent information including, but not limited to, bracing methods, location and length of braced wall panels and foundation requirements of braced wall panels at top and bottom shall be provided.

R106.1.4 Information for construction in flood hazard areas. For buildings and structures located in whole or in part in flood hazard areas as established by Table R301.2(1), construction documents shall include:

1. Delineation of flood hazard areas, floodway boundaries and flood zones and the design flood elevation, as appropriate.

2. The elevation of the proposed lowest floor, including basement; in areas of shallow flooding (AO Zones), the height of the proposed lowest floor, including basement, above the highest adjacent grade.

3. The elevation of the bottom of the lowest horizontal structural member in coastal high hazard areas (V Zone) and in Coastal A Zones where such zones are delineated on flood hazard maps identified in Table R301.2(1) or otherwise delineated by the jurisdiction.

4. If design flood elevations are not included on the community's Flood Insurance Rate Map (FIRM), the building official and the applicant shall obtain and reasonably utilize any design flood elevation and floodway data available from other sources.

R106.2 Site plan or plot plan. The construction documents submitted with the application for permit shall be accompanied by a site plan showing the size and location of new construction and existing structures on the site and distances from lot lines. In the case of demolition, the site plan shall show construction to be demolished and the location and size of existing structures and construction that are to remain on the site or plot. The building official is authorized to waive or modify the requirement for a site plan where the application

for permit is for alteration or repair or where otherwise warranted.
R106.3 Examination of documents. The building official shall examine or cause to be examined construction documents for code compliance.
R106.3.1 Approval of construction documents. Where the building official issues a permit, the construction documents shall be approved in writing or by a stamp that states "REVIEWED FOR CODE COMPLIANCE." One set of construction documents so reviewed shall be retained by the building official. The other set shall be returned to the applicant, shall be kept at the site of work and shall be open to inspection by the building official or a duly authorized representative.
R106.3.2 Previous approvals. This code shall not require changes in the construction documents, construction or designated occupancy of a structure for which a lawful permit has been heretofore issued or otherwise lawfully authorized, and the construction of which has been pursued in good faith within 180 days after the effective date of this code and has not been abandoned.
R106.3.3 Phased approval. The building official is authorized to issue a permit for the construction of foundations or any other part of a building or structure before the construction documents for the whole building or structure have been submitted, provided that adequate information and detailed statements have been filed complying with pertinent requirements of this code. The holder of such permit for the foundation or other parts of a building or structure shall proceed at the holder's own risk with the building operation and without assurance that a permit for the entire structure will be granted.
R106.4 Amended construction documents. Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in compliance with the approved construction documents shall be resubmitted for approval as an amended set of construction documents.
R106.5 Retention of construction documents. One set of approved construction documents shall be retained by the building official for a period of not less than 180 days from date of completion of the permitted work, or as required by state or local laws.
SECTION R107 TEMPORARY STRUCTURES AND USES
R107.1 General. The building official is authorized to issue a permit for temporary structures and temporary uses. Such permits shall be limited as to time of service, but shall not be permitted for more than 180 days. The building official is authorized to grant extensions for demonstrated cause.
R107.2 Conformance. Temporary structures and uses shall conform to the structural strength, fire safety, means of egress, light, ventilation and sanitary requirements of this code as necessary to ensure the public health, safety and general welfare.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SCOPE AND ADMINISTRATION

R107.3 Temporary power. The building official is authorized to give permission to temporarily supply and use power in part of an electric installation before such installation has been fully completed and the final certificate of completion has been issued. The part covered by the temporary certificate shall comply with the requirements specified for temporary lighting, heat or power in NFPA 70.
R107.4 Termination of approval. The building official is authorized to terminate such permit for a temporary structure or use and to order the temporary structure or use to be discontinued.
SECTION R108 FEES
R108.1 Payment of fees. A permit shall not be valid until the fees prescribed by law have been paid, nor shall an amendment to a permit be released until the additional fee, if any, has been paid.
R108.2 Schedule of permit fees. On buildings, structures, electrical, gas, mechanical and plumbing systems or alterations requiring a permit, a fee for each permit shall be paid as required, in accordance with the schedule as established by the applicable governing authority.
R108.3 Building permit valuations. Building permit valuation shall include total value of the work for which a permit is being issued, such as electrical, gas, mechanical, plumbing equipment and other permanent systems, including materials and labor.
R108.4 Related fees. The payment of the fee for the construction, alteration, removal or demolition for work done in connection to or concurrently with the work authorized by a building permit shall not relieve the applicant or holder of the permit from the payment of other fees that are prescribed by law.
R108.5 Refunds. The building official is authorized to establish a refund policy.
R108.6 Work commencing before permit issuance. Any person who commences work requiring a permit on a building, structure, electrical, gas, mechanical or plumbing system before obtaining the necessary permits shall be subject to a fee established by the applicable governing authority that shall be in addition to the required permit fees.
SECTION R109 INSPECTIONS
R109.1 Types of inspections. For on-site construction, from time to time the building official, upon notification from the permit holder or his agent, shall make or cause to be made any necessary inspections and shall either approve that portion of the construction as completed or shall notify the permit holder or his or her agent wherein the same fails to comply with this code.
R109.1.1 Foundation inspection. Inspection of the foundation shall be made after poles or piers are set or trenches or basement areas are excavated and any required forms

erected and any required reinforcing steel is in place and supported prior to the placing of concrete. The foundation inspection shall include excavations for thickened slabs intended for the support of bearing walls, partitions, structural supports, or equipment and special requirements for wood foundations.
R109.1.2 Plumbing, mechanical, gas and electrical systems inspection. Rough inspection of plumbing, mechanical, gas and electrical systems shall be made prior to covering or concealment, before fixtures or appliances are set or installed, and prior to framing inspection.
Exception: Backfilling of ground-source heat pump loop systems tested in accordance with Section M2105.1 prior to inspection shall be permitted.
R109.1.3 Floodplain inspections. For construction in flood hazard areas as established by Table R301.2(1), upon placement of the lowest floor, including basement, and prior to further vertical construction, the building official shall require submission of documentation, prepared and sealed by a registered design professional, of the elevation of the lowest floor, including basement, required in Section R322.
R109.1.4 Frame and masonry inspection. Inspection of framing and masonry construction shall be made after the roof, masonry, framing, firestopping, draftstopping and bracing are in place and after the plumbing, mechanical and electrical rough inspections are approved.
R109.1.5 Other inspections. In addition to inspections in Sections R109.1.1 through R109.1.4, the building official shall have the authority to make or require any other inspections to ascertain compliance with this code and other laws enforced by the building official.
R109.1.5.1 Fire-resistance-rated construction inspection. Where fire-resistance-rated construction is required between dwelling units or due to location on property, the building official shall require an inspection of such construction after lathing or gypsum board or gypsum panel products are in place, but before any plaster is applied, or before board or panel joints and fasteners are taped and finished.
R109.1.6 Final inspection. Final inspection shall be made after the permitted work is complete and prior to occupancy.
R109.1.6.1 Elevation documentation. If located in a flood hazard area, the documentation of elevations required in Section R322.1.10 shall be submitted to the building official prior to the final inspection.
R109.2 Inspection agencies. The building official is authorized to accept reports of approved agencies, provided such agencies satisfy the requirements as to qualifications and reliability.
R109.3 Inspection requests. It shall be the duty of the permit holder or their agent to notify the building official that such work is ready for inspection. It shall be the duty of the person requesting any inspections required by this code to provide access to and means for inspection of such work.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SCOPE AND ADMINISTRATION

R109.4 Approval required. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the building official. The building official upon notification, shall make the requested inspections and shall either indicate the portion of the construction that is satisfactory as completed, or shall notify the permit holder or an agent of the permit holder wherein the same fails to comply with this code. Any portions that do not comply shall be corrected and such portion shall not be covered or concealed until authorized by the building official.
SECTION R110 CERTIFICATE OF OCCUPANCY
R110.1 Use and occupancy. A building or structure shall not be used or occupied, and a change in the existing use or occupancy classification of a building or structure or portion thereof shall not be made, until the building official has issued a certificate of occupancy therefor as provided herein. Issuance of a certificate of occupancy shall not be construed as an approval of a violation of the provisions of this code or of other ordinances of the jurisdiction. Certificates presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid.
Exceptions:
1. Certificates of occupancy are not required for work exempt from permits under Section R105.2.
2. Accessory buildings or structures.
R110.2 Change in use. Changes in the character or use of an existing structure shall not be made except as specified in Sections 3408 and 3409 of the International Building Code.
R110.3 Certificate issued. After the building official inspects the building or structure and does not find violations of the provisions of this code or other laws that are enforced by the department of building safety, the building official shall issue a certificate of occupancy containing the following:
1. The building permit number.
2. The address of the structure.
3. The name and address of the owner or the owner's authorized agent.
4. A description of that portion of the structure for which the certificate is issued.
5. A statement that the described portion of the structure has been inspected for compliance with the requirements of this code.
6. The name of the building official.
7. The edition of the code under which the permit was issued.
8. If an automatic sprinkler system is provided and whether the sprinkler system is required.
9. Any special stipulations and conditions of the building permit.
R110.4 Temporary occupancy. The building official is authorized to issue a temporary certificate of occupancy

before the completion of the entire work covered by the permit, provided that such portion or portions shall be occupied safely. The building official shall set a time period during which the temporary certificate of occupancy is valid.
R110.5 Revocation. The building official shall, in writing, suspend or revoke a certificate of occupancy issued under the provisions of this code wherever the certificate is issued in error, or on the basis of incorrect information supplied, or where it is determined that the building or structure or portion thereof is in violation of any ordinance or regulation or any of the provisions of this code.
SECTION R111 SERVICE UTILITIES
R111.1 Connection of service utilities. A person shall not make connections from a utility, source of energy, fuel or power to any building or system that is regulated by this code for which a permit is required, until approved by the building official.
R111.2 Temporary connection. The building official shall have the authority to authorize the temporary connection of the building or system to the utility, source of energy, fuel or power.
R111.3 Authority to disconnect service utilities. The building official shall have the authority to authorize disconnection of utility service to the building, structure or system regulated by this code and the referenced codes and standards set forth in Section R102.4 in case of emergency where necessary to eliminate an immediate hazard to life or property or where such utility connection has been made without the approval required by Section R111.1 or R111.2. The building official shall notify the serving utility and where possible the owner or the owner's authorized agent and occupant of the building, structure or service system of the decision to disconnect prior to taking such action. If not notified prior to disconnection, the owner, the owner's authorized agent or occupant of the building, structure or service system shall be notified in writing as soon as practical thereafter.
SECTION R112 BOARD OF APPEALS
R112.1 General. In order to hear and decide appeals of orders, decisions or determinations made by the building official relative to the application and interpretation of this code, there shall be and is hereby created a board of appeals. The building official shall be an ex officio member of said board but shall not have a vote on any matter before the board. The board of appeals shall be appointed by the governing body and shall hold office at its pleasure. The board shall adopt rules of procedure for conducting its business, and shall render decisions and findings in writing to the appellant with a duplicate copy to the building official.
R112.2 Limitations on authority. An application for appeal shall be based on a claim that the true intent of this code or the rules legally adopted thereunder have been incorrectly interpreted, the provisions of this code do not fully apply or

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SCOPE AND ADMINISTRATION

an equally good or better form of construction is proposed. The board shall not have authority to waive requirements of this code. R112.3 Qualifications. The board of appeals shall consist of members who are qualified by experience and training to pass judgement on matters pertaining to building construction and are not employees of the jurisdiction.
R112.4 Administration. The building official shall take immediate action in accordance with the decision of the board.

R114.2 Unlawful continuance. Any person who shall continue any work in or about the structure after having been served with a stop work order, except such work as that person is directed to perform to remove a violation or unsafe condition, shall be subject to penalties as prescribed by law.

SECTION R113 VIOLATIONS
R113.1 Unlawful acts. It shall be unlawful for any person, firm or corporation to erect, construct, alter, extend, repair, move, remove, demolish or occupy any building, structure or equipment regulated by this code, or cause same to be done, in conflict with or in violation of any of the provisions of this code.
R113.2 Notice of violation. The building official is authorized to serve a notice of violation or order on the person responsible for the erection, construction, alteration, extension, repair, moving, removal, demolition or occupancy of a building or structure in violation of the provisions of this code, or in violation of a detail statement or a plan approved thereunder, or in violation of a permit or certificate issued under the provisions of this code. Such order shall direct the discontinuance of the illegal action or condition and the abatement of the violation.
R113.3 Prosecution of violation. If the notice of violation is not complied with in the time prescribed by such notice, the building official is authorized to request the legal counsel of the jurisdiction to institute the appropriate proceeding at law or in equity to restrain, correct or abate such violation, or to require the removal or termination of the unlawful occupancy of the building or structure in violation of the provisions of this code or of the order or direction made pursuant thereto.
R113.4 Violation penalties. Any person who violates a provision of this code or fails to comply with any of the requirements thereof or who erects, constructs, alters or repairs a building or structure in violation of the approved construction documents or directive of the building official, or of a permit or certificate issued under the provisions of this code, shall be subject to penalties as prescribed by law.

SECTION R114 STOP WORK ORDER
R114.1 Notice to owner or the owner's authorized agent. Upon notice from the building official that work on any building or structure is being executed contrary to the provisions of this code or in an unsafe and dangerous manner, such work shall be immediately stopped. The stop work order shall be in writing and shall be given to the owner of the property involved, or to the owner's authorized agent or to the person performing the work and shall state the conditions under which work will be permitted to resume.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Part II--Definitions

CHAPTER 2
DEFINITIONS

Code change proposals to definitions in this chapter preceded by a bracketed letter are considered by the IRC-Building Code Development Committee [RB] or the IECC-Residential Code Development Committee [RE] during the Group B (2016) Code
Development cycle. See page xvii for explanation.

SECTION R201 GENERAL
R201.1 Scope. Unless otherwise expressly stated, the following words and terms shall, for the purposes of this code, have the meanings indicated in this chapter.
R201.2 Interchangeability. Words used in the present tense include the future; words in the masculine gender include the feminine and neuter; the singular number includes the plural and the plural, the singular.
R201.3 Terms defined in other codes. Where terms are not defined in this code such terms shall have the meanings ascribed in other code publications of the International Code Council.
R201.4 Terms not defined. Where terms are not defined through the methods authorized by this section, such terms shall have ordinarily accepted meanings such as the context implies.
SECTION R202 DEFINITIONS
ACCESSIBLE. Signifies access that requires the removal of an access panel or similar removable obstruction.
ACCESSIBLE, READILY. Signifies access without the necessity for removing a panel or similar obstruction.
[RB] ACCESSORY STRUCTURE. A structure that is accessory to and incidental to that of the dwelling(s) and that is located on the same lot.
[RB] ADDITION. An extension or increase in floor area or height of a building or structure.
[RB] ADHERED STONE OR MASONRY VENEER. Stone or masonry veneer secured and supported through the adhesion of an approved bonding material applied to an approved backing.
AIR ADMITTANCE VALVE. A one-way valve designed to allow air into the plumbing drainage system where a negative pressure develops in the piping. This device shall close by gravity and seal the terminal under conditions of zero differential pressure (no flow conditions) and under positive internal pressure.
AIR BARRIER. See Section N1101.6 for definition applicable in Chapter 11.

AIR BREAK (DRAINAGE SYSTEM). An arrangement where a discharge pipe from a fixture, appliance or device drains indirectly into a receptor below the flood-level rim of the receptor and above the trap seal.
AIR CIRCULATION, FORCED. A means of providing space conditioning utilizing movement of air through ducts or plenums by mechanical means.
AIR-CONDITIONING SYSTEM. A system that consists of heat exchangers, blowers, filters, supply, exhaust and return-air systems, and shall include any apparatus installed in connection therewith.
AIR GAP, DRAINAGE SYSTEM. The unobstructed vertical distance through free atmosphere between the outlet of a waste pipe and the flood-level rim of the fixture or receptor into which it is discharging.
AIR GAP, WATER-DISTRIBUTION SYSTEM. The unobstructed vertical distance through free atmosphere between the lowest opening from a water supply discharge to the flood-level rim of a plumbing fixture.
[RB] AIR-IMPERMEABLE INSULATION. An insulation having an air permanence equal to or less than 0.02 L/s-m2 at 75 Pa pressure differential as tested in accordance with ASTM E 2178 or E 283.
[RB] ALTERATION. Any construction, retrofit or renovation to an existing structure other than repair or addition that requires a permit. Also, a change in a building, electrical, gas, mechanical or plumbing system that involves an extension, addition or change to the arrangement, type or purpose of the original installation that requires a permit.
[RB] ALTERNATING TREAD DEVICE. A device that has a series of steps between 50 and 70 degrees (0.87 and 1.22 rad) from horizontal, usually attached to a center support rail in an alternating manner so that the user does not have both feet on the same level at the same time.
[RB] ANCHORED STONE OR MASONRY VENEER. Stone or masonry veneer secured with approved mechanical fasteners to an approved backing.
ANCHORS. See "Supports."
ANTISIPHON. A term applied to valves or mechanical devices that eliminate siphonage.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

APPLIANCE. A device or apparatus that is manufactured and designed to utilize energy and for which this code provides specific requirements.
[RB] APPROVED. Acceptable to the building official.
[RB] APPROVED AGENCY. An established and recognized agency that is regularly engaged in conducting tests or furnishing inspection services, where such agency has been approved by the building official.
[RB] ASPECT RATIO. The ratio of longest to shortest perpendicular dimensions, or for wall sections, the ratio of height to length.
[RB] ATTIC. The unfinished space between the ceiling assembly and the roof assembly.
[RB] ATTIC, HABITABLE. A finished or unfinished area, not considered a story, complying with all of the following requirements:
1. The occupiable floor area is not less than 70 square feet (17 m2), in accordance with Section R304.
2. The occupiable floor area has a ceiling height in accordance with Section R305.
3. The occupiable space is enclosed by the roof assembly above, knee walls (if applicable) on the sides and the floor-ceiling assembly below.
BACKFLOW, DRAINAGE. A reversal of flow in the drainage system.
BACKFLOW PREVENTER. A backflow prevention assembly, a backflow prevention device or other means or method to prevent backflow into the potable water supply.
BACKFLOW PREVENTER, REDUCED-PRESSUREZONE TYPE. A backflow-prevention device consisting of two independently acting check valves, internally force loaded to a normally closed position and separated by an intermediate chamber (or zone) in which there is an automatic relief means of venting to atmosphere internally loaded to a normally open position between two tightly closing shutoff valves and with means for testing for tightness of the checks and opening of relief means.
BACKFLOW, WATER DISTRIBUTION. The flow of water or other liquids into the potable water-supply piping from any sources other than its intended source. Backsiphonage is one type of backflow.
BACKPRESSURE. Pressure created by any means in the water distribution system that by being in excess of the pressure in the water supply mains causes a potential backflow condition.
BACKPRESSURE, LOW HEAD. A pressure less than or equal to 4.33 psi (29.88 kPa) or the pressure exerted by a 10foot (3048 mm) column of water.
BACKSIPHONAGE. The flowing back of used or contaminated water from piping into a potable water-supply pipe due to a negative pressure in such pipe.
BACKWATER VALVE. A device installed in a drain or pipe to prevent backflow of sewage.

[RB] BASEMENT. A story that is not a story above grade plane. (see "Story above grade plane").
[RB] BASEMENT WALL. The opaque portion of a wall that encloses one side of a basement and has an average below grade wall area that is 50 percent or more of the total opaque and nonopaque area of that enclosing side.
[RB] BASIC WIND SPEED. Three-second gust speed at 33 feet (10 058 mm) above the ground in Exposure C (see Section R301.2.1) as given in Figure R301.2(4)A.
BATHROOM GROUP. A group of fixtures, including or excluding a bidet, consisting of a water closet, lavatory, and bathtub or shower. Such fixtures are located together on the same floor level.
BEND. A drainage fitting, designed to provide a change in direction of a drain pipe of less than the angle specified by the amount necessary to establish the desired slope of the line (see "Elbow" and "Sweep").
BOILER. A self-contained appliance from which hot water is circulated for heating purposes and then returned to the boiler, and that operates at water pressures not exceeding 160 pounds per square inch gage (psig) (1102 kPa gauge) and at water temperatures not exceeding 250°F (121°C).
[RB] BOND BEAM. A horizontal grouted element within masonry in which reinforcement is embedded.
[RB] BRACED WALL LINE. A straight line through the building plan that represents the location of the lateral resistance provided by the wall bracing.
[RB] BRACED WALL LINE, CONTINUOUSLY SHEATHED. A braced wall line with structural sheathing applied to all sheathable surfaces including the areas above and below openings.
[RB] BRACED WALL PANEL. A full-height section of wall constructed to resist in-plane shear loads through interaction of framing members, sheathing material and anchors. The panel's length meets the requirements of its particular bracing method, and contributes toward the total amount of bracing required along its braced wall line in accordance with Section R602.10.1.
BRANCH. Any part of the piping system other than a riser, main or stack.
BRANCH, FIXTURE. See "Fixture branch, drainage."
BRANCH, HORIZONTAL. See "Horizontal branch, drainage."
BRANCH INTERVAL. A vertical measurement of distance, 8 feet (2438 mm) or more in developed length, between the connections of horizontal branches to a drainage stack. Measurements are taken down the stack from the highest horizontal branch connection.
BRANCH, MAIN. A water-distribution pipe that extends horizontally off a main or riser to convey water to branches or fixture groups.
BRANCH, VENT. A vent connecting two or more individual vents with a vent stack or stack vent.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

BTU/H. The listed maximum capacity of an appliance, absorption unit or burner expressed in British thermal units input per hour.
[RB] BUILDING. Building shall mean any one- and twofamily dwelling or portion thereof, including townhouses, that is used, or designed or intended to be used for human habitation, for living, sleeping, cooking or eating purposes, or any combination thereof, and shall include accessory structures thereto.
BUILDING DRAIN. The lowest piping that collects the discharge from all other drainage piping inside the house and extends 30 inches (762 mm) in developed length of pipe, beyond the exterior walls and conveys the drainage to the building sewer.
[RB] BUILDING, EXISTING. Existing building is a building erected prior to the adoption of this code, or one for which a legal building permit has been issued.
[RB] BUILDING-INTEGRATED PHOTOVOLTAIC PRODUCT. A building product that incorporates photovoltaic modules and functions as a component of the building envelope.
[RB] BUILDING LINE. The line established by law, beyond which a building shall not extend, except as specifically provided by law.
[RB] BUILDING OFFICIAL. The officer or other designated authority charged with the administration and enforcement of this code.
BUILDING SEWER. That part of the drainage system that extends from the end of the building drain and conveys its discharge to a public sewer, private sewer, individual sewage-disposal system or other point of disposal.
[RE] BUILDING THERMAL ENVELOPE. The basement walls, exterior walls, floor, roof and any other building element that enclose conditioned spaces.
[RB] BUILT-UP ROOF COVERING. Two or more layers of felt cemented together and surfaced with a cap sheet, mineral aggregate, smooth coating or similar surfacing material.
[RB] CAP PLATE. The top plate of the double top plates used in structural insulated panel (SIP) construction. The cap plate is cut to match the panel thickness such that it overlaps the wood structural panel facing on both sides.
[RB] CEILING HEIGHT. The clear vertical distance from the finished floor to the finished ceiling.
[RB] CEMENT PLASTER. A mixture of portland or blended cement, portland cement or blended cement and hydrated lime, masonry cement or plastic cement and aggregate and other approved materials as specified in this code.
[RB] CHIMNEY. A primary vertical structure containing one or more flues, for the purpose of carrying gaseous products of combustion and air from a fuel-burning appliance to the outside atmosphere.
CHIMNEY CONNECTOR. A pipe that connects a fuelburning appliance to a chimney.

CHIMNEY TYPES.
Residential-type appliance. An approved chimney for removing the products of combustion from fuel-burning, residential-type appliances producing combustion gases not in excess of 1,000°F (538°C) under normal operating conditions, and capable of producing combustion gases of 1,400°F (760°C) during intermittent forces firing for periods up to 1 hour. All temperatures shall be measured at the appliance flue outlet. Residential-type appliance chimneys include masonry and factory-built types.
CIRCUIT VENT. A vent that connects to a horizontal drainage branch and vents two traps to not more than eight traps or trapped fixtures connected into a battery.
CIRCULATING HOT WATER SYSTEM. A specifically designed water distribution system where one or more pumps are operated in the service hot water piping to circulate heated water from the water-heating equipment to fixtures and back to the water-heating equipment.
[RB] CLADDING. The exterior materials that cover the surface of the building envelope that is directly loaded by the wind.
CLEANOUT. An accessible opening in the drainage system used for the removal of possible obstruction.
[RE] CLIMATE ZONE. A geographical region based on climatic criteria as specified in this code.
[RB] CLOSET. A small room or chamber used for storage.
COLLECTION PIPE. Unpressurized pipe used within the collection system that drains on-site nonpotable water or rainwater to a storage tank by gravity.
COMBINATION WASTE AND VENT SYSTEM. A specially designed system of waste piping embodying the horizontal wet venting of one or more sinks, lavatories or floor drains by means of a common waste and vent pipe adequately sized to provide free movement of air above the flow line of the drain.
[RB] COMBUSTIBLE MATERIAL. Any material not defined as noncombustible.
COMBUSTION AIR. The air provided to fuel-burning equipment including air for fuel combustion, draft hood dilution and ventilation of the equipment enclosure.
[CE] COMMERCIAL, BUILDING. See Section N1101.6.
COMMON VENT. A single pipe venting two trap arms within the same branch interval, either back-to-back or one above the other.
CONDENSATE. The liquid that separates from a gas due to a reduction in temperature; for example, water that condenses from flue gases and water that condenses from air circulating through the cooling coil in air conditioning equipment.
CONDENSING APPLIANCE. An appliance that condenses water generated by the burning of fuels.
[RB] CONDITIONED AIR. Air treated to control its temperature, relative humidity or quality.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

[RE] CONDITIONED AREA. That area within a building provided with heating or cooling systems or appliances capable of maintaining, through design or heat loss or gain, 68°F (20°C) during the heating season or 80°F (27°C) during the cooling season, or has a fixed opening directly adjacent to a conditioned area.
[RE] CONDITIONED FLOOR AREA. The horizontal projection of the floors associated with the conditioned space.
[RE] CONDITIONED SPACE. An area, room or space that is enclosed within the building thermal envelope and that is directly heated or cooled or that is indirectly heated or cooled. Spaces are indirectly heated or cooled where they communicate thru openings with conditioned spaces, where they are separated from conditioned spaces by uninsulated walls, floors or ceilings or where they contain uninsulated ducts, piping or other sources of heating or cooling.
[RB] CONSTRUCTION DOCUMENTS. Written, graphic and pictorial documents prepared or assembled for describing the design, location and physical characteristics of the elements of a project necessary for obtaining a building permit. Construction drawings shall be drawn to an appropriate scale.
CONTAMINATION. A high hazard or health hazard impairment of the quality of the potable water that creates an actual hazard to the public health through poisoning or through the spread of disease by sewage, industrial fluids or waste.
[RE] CONTINUOUS INSULATION (ci). Insulating material that is continuous across all structural members without thermal bridges other than fasteners and service openings. It is installed on the interior or exterior or is integral to any opaque surface of the building envelope.
CONTINUOUS WASTE. A drain from two or more similar adjacent fixtures connected to a single trap.
CONTROL, LIMIT. An automatic control responsive to changes in liquid flow or level, pressure, or temperature for limiting the operation of an appliance.
CONTROL, PRIMARY SAFETY. A safety control responsive directly to flame properties that senses the presence or absence of flame and, in event of ignition failure or unintentional flame extinguishment, automatically causes shutdown of mechanical equipment.
CONVECTOR. A system-incorporating heating element in an enclosure in which air enters an opening below the heating element, is heated and leaves the enclosure through an opening located above the heating element.
CORE. The lightweight middle section of a structural insulated panel, composed of foam plastic insulation that provides the link between the two facing shells.
[RB] CORROSION RESISTANCE. The ability of a material to withstand deterioration of its surface or its properties where exposed to its environment.
[RB] COURT. A space, open and unobstructed to the sky, located at or above grade level on a lot and bounded on three or more sides by walls or a building.

[RB] CRIPPLE WALL. A framed wall extending from the top of the foundation to the underside of the floor framing of the first story above grade plane.
CROSS CONNECTION. Any connection between two otherwise separate piping systems that allows a flow from one system to the other.
[RB] CROSS-LAMINATED TIMBER. A prefabricated engineered wood product consisting of not less than three layers of solid-sawn lumber or structural composite lumber where the adjacent layers are cross-oriented and bonded with structural adhesive to form a solid wood element.
[RE] CURTAIN WALL. See Section N1101.6 for definition applicable in Chapter 11.
[RB] DALLE GLASS. A decorative composite glazing material made of individual pieces of glass that are embedded in a cast matrix of concrete or epoxy.
DAMPER, VOLUME. A device that will restrict, retard or direct the flow of air in any duct, or the products of combustion of heat-producing equipment, vent connector, vent or chimney.
[RB] DEAD LOADS. The weight of the materials of construction incorporated into the building, including but not limited to walls, floors, roofs, ceilings, stairways, built-in partitions, finishes, cladding, and other similarly incorporated architectural and structural items, and fixed service equipment.
[RB] DECORATIVE GLASS. A carved, leaded or Dalle glass or glazing material with a purpose that is decorative or artistic, not functional; with coloring, texture or other design qualities or components that cannot be removed without destroying the glazing material; and with a surface, or assembly into which it is incorporated, that is divided into segments.
[RE] DEMAND RECIRCULATION WATER SYSTEM. See Section N1101.6 for definition applicable in Chapter 11.
DESIGN PROFESSIONAL. See "Registered design professional."
DEVELOPED LENGTH. The length of a pipeline measured along the center line of the pipe and fittings.
DIAMETER. Unless specifically stated, the term "diameter" is the nominal diameter as designated by the approved material standard.
[RB] DIAPHRAGM. A horizontal or nearly horizontal system acting to transmit lateral forces to the vertical resisting elements. Where the term "diaphragm" is used, it includes horizontal bracing systems.
DILUTION AIR. Air that enters a draft hood or draft regulator and mixes with flue gases.
DIRECT SYSTEM. A solar thermal system in which the gas or liquid in the solar collector loop is not separated from the load.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

DRAFT. The pressure difference existing between the appliance or any component part and the atmosphere, that causes a continuous flow of air and products of combustion through the gas passages of the appliance to the atmosphere.
Induced draft. The pressure difference created by the action of a fan, blower or ejector, that is located between the appliance and the chimney or vent termination.
Natural draft. The pressure difference created by a vent or chimney because of its height, and the temperature difference between the flue gases and the atmosphere.
DRAFT HOOD. A device built into an appliance, or a part of the vent connector from an appliance, that is designed to provide for the ready escape of the flue gases from the appliance in the event of no draft, backdraft or stoppage beyond the draft hood; prevent a backdraft from entering the appliance; and neutralize the effect of stack action of the chimney or gas vent on the operation of the appliance.
DRAFT REGULATOR. A device that functions to maintain a desired draft in the appliance by automatically reducing the draft to the desired value.
[RB] DRAFT STOP. A material, device or construction installed to restrict the movement of air within open spaces of concealed areas of building components such as crawl spaces, floor-ceiling assemblies, roof-ceiling assemblies and attics.
DRAIN. Any pipe that carries soil and water-borne wastes in a building drainage system.
DRAIN-BACK SYSTEM. A solar thermal system in which the fluid in the solar collector loop is drained from the collector into a holding tank under prescribed circumstances.
DRAINAGE FITTING. A pipe fitting designed to provide connections in the drainage system that have provisions for establishing the desired slope in the system. These fittings are made from a variety of both metals and plastics. The methods of coupling provide for required slope in the system.
DUCT SYSTEM. A continuous passageway for the transmission of air that, in addition to ducts, includes duct fittings, dampers, plenums, fans and accessory air-handling equipment and appliances.
For definition applicable in Chapter 11, see Section N1101.6.
[RB] DWELLING. Any building that contains one or two dwelling units used, intended, or designed to be built, used, rented, leased, let or hired out to be occupied, or that are occupied for living purposes.
[RB] DWELLING UNIT. A single unit providing complete independent living facilities for one or more persons, including permanent provisions for living, sleeping, eating, cooking and sanitation.
DWV. Abbreviated term for drain, waste and vent piping as used in common plumbing practice.
EFFECTIVE OPENING. The minimum cross-sectional area at the point of water-supply discharge, measured or expressed in terms of diameter of a circle and if the opening is not circular, the diameter of a circle of equivalent crosssectional area. (This is applicable to air gap.)

ELBOW. A pressure pipe fitting designed to provide an exact change in direction of a pipe run. An elbow provides a sharp turn in the flow path (see "Bend" and "Sweep").
[RB] EMERGENCY ESCAPE AND RESCUE OPENING. An operable exterior window, door or similar device that provides for a means of escape and access for rescue in the event of an emergency.
[RB] ENGINEERED WOOD RIM BOARD. A full-depth structural composite lumber, wood structural panel, structural glued laminated timber or prefabricated wood I-joist member designed to transfer horizontal (shear) and vertical (compression) loads, provide attachment for diaphragm sheathing, siding and exterior deck ledgers and provide lateral support at the ends of floor or roof joists or rafters.
EQUIPMENT. Piping, ducts, vents, control devices and other components of systems other than appliances that are permanently installed and integrated to provide control of environmental conditions for buildings. This definition shall also include other systems specifically regulated in this code.
EQUIVALENT LENGTH. For determining friction losses in a piping system, the effect of a particular fitting equal to the friction loss through a straight piping length of the same nominal diameter.
[RE] ERI REFERENCE DESIGN. A version of the rated design that meets the minimum requirements of the 2006 International Energy Conservation Code.
[RB] ESCARPMENT. With respect to topographic wind effects, a cliff or steep slope generally separating two levels or gently sloping areas.
ESSENTIALLY NONTOXIC TRANSFER FLUIDS. Fluids having a Gosselin rating of 1, including propylene glycol; mineral oil; polydimethy oil oxane; hydrochlorofluorocarbon, chlorofluorocarbon and hydrofluorocarbon refrigerants; and FDA-approved boiler water additives for steam boilers.
ESSENTIALLY TOXIC TRANSFER FLUIDS. Soil, water or gray water and fluids having a Gosselin rating of 2 or more including ethylene glycol, hydrocarbon oils, ammonia refrigerants and hydrazine.
EVAPORATIVE COOLER. A device used for reducing air temperature by the process of evaporating water into an airstream.
EXCESS AIR. Air that passes through the combustion chamber and the appliance flue in excess of what is theoretically required for complete combustion.
EXHAUST HOOD, FULL OPENING. An exhaust hood with an opening not less than the diameter of the connecting vent.
EXISTING INSTALLATIONS. Any plumbing system regulated by this code that was legally installed prior to the effective date of this code, or for which a permit to install has been issued.
[RB] EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS). EIFS are nonstructural, nonload-bearing exterior wall cladding systems that consist of an insulation board attached either adhesively or mechanically, or both, to

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

the substrate; an integrally reinforced base coat; and a textured protective finish coat.

[RB] EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) WITH DRAINAGE. An EIFS that incorporates a means of drainage applied over a water-resistive barrier.

[RB] EXTERIOR WALL. An above-grade wall that defines the exterior boundaries of a building. Includes between-floor spandrels, peripheral edges of floors, roof and basement knee walls, dormer walls, gable end walls, walls enclosing a mansard roof and basement walls with an average below-grade wall area that is less than 50 percent of the total opaque and nonopaque area of that enclosing side.

[RB] EXTERIOR WALL COVERING. A material or assembly of materials applied on the exterior side of exterior walls for the purpose of providing a weather-resistive barrier, insulation or for aesthetics, including but not limited to, veneers, siding, exterior insulation and finish systems, architectural trim and embellishments such as cornices, soffits, and fascias.

[RB] FACING. The wood structural panel facings that form the two outmost rigid layers of the structural insulated panel.

FACTORY-BUILT CHIMNEY. A listed and labeled chimney composed of factory-made components assembled in the field in accordance with the manufacturer's instructions and the conditions of the listing.

FACTORY-MADE AIR DUCT. A listed and labeled duct manufactured in a factory and assembled in the field in accordance with the manufacturer's instructions and conditions of the listing.

[RE] FENESTRATION. Skylights, roof windows, vertical windows (whether fixed or moveable); opaque doors; glazed doors; glass block; and combination opaque and glazed doors.

For definition applicable in Chapter 11, see Section N1101.6.

FIBER-CEMENT (BACKERBOARD, SIDING, SOFFIT, TRIM AND UNDERLAYMENT) PRODUCTS. Manufactured thin section composites of hydraulic cementitious matrices and discrete nonasbestos fibers.

FIREBLOCKING. Building materials or materials approved for use as fireblocking, installed to resist the free passage of flame to other areas of the building through concealed spaces.

[RB] FIREPLACE. An assembly consisting of a hearth and fire chamber of noncombustible material and provided with a chimney, for use with solid fuels.

Factory-built fireplace. A listed and labeled fireplace

and chimney system composed of factory-made compo-

nents, and assembled in the field in accordance with man-

ufacturer's instructions and the conditions of the listing.

Masonry fireplace. A field-constructed fireplace com-

posed of solid masonry units, bricks, stones or concrete.

FIREPLACE STOVE. A free-standing, chimney-connected solid-fuel-burning heater designed to be operated with the fire chamber doors in either the open or closed position.

[RB] FIREPLACE THROAT. The opening between the top of the firebox and the smoke chamber.
[RB] FIRE-RETARDANT-TREATED WOOD. Pressuretreated lumber and plywood that exhibit reduced surface burning characteristics and resist propagation of fire.
Other means during manufacture. A process where the wood raw material is treated with a fire-retardant formulation while undergoing creation as a finished product.
Pressure process. A process for treating wood using an initial vacuum followed by the introduction of pressure above atmospheric.
[RB] FIRE SEPARATION DISTANCE. The distance measured from the building face to one of the following:
1. To the closest interior lot line.
2. To the centerline of a street, an alley or public way.
3. To an imaginary line between two buildings on the lot.
The distance shall be measured at a right angle from the face of the wall.
FIXTURE. See "Plumbing fixture."
FIXTURE BRANCH, DRAINAGE. A drain serving two or more fixtures that discharges into another portion of the drainage system.
FIXTURE BRANCH, WATER-SUPPLY. A water-supply pipe between the fixture supply and a main water-distribution pipe or fixture group main.
FIXTURE DRAIN. The drain from the trap of a fixture to the junction of that drain with any other drain pipe.
FIXTURE FITTING.
Supply fitting. A fitting that controls the volume or directional flow or both of water and that is either attached to or accessible from a fixture or is used with an open or atmospheric discharge.
Waste fitting. A combination of components that conveys the sanitary waste from the outlet of a fixture to the connection of the sanitary drainage system.
FIXTURE GROUP, MAIN. The main water-distribution pipe (or secondary branch) serving a plumbing fixture grouping such as a bath, kitchen or laundry area to which two or more individual fixture branch pipes are connected.
FIXTURE SUPPLY. The water-supply pipe connecting a fixture or fixture fitting to a fixture branch.
FIXTURE UNIT, DRAINAGE (d.f.u.). A measure of probable discharge into the drainage system by various types of plumbing fixtures, used to size DWV piping systems. The drainage fixture-unit value for a particular fixture depends on its volume rate of drainage discharge, on the time duration of a single drainage operation and on the average time between successive operations.
FIXTURE UNIT, WATER-SUPPLY (w.s.f.u.). A measure of the probable hydraulic demand on the water supply by various types of plumbing fixtures used to size water-piping systems. The water-supply fixture-unit value for a particular fixture depends on its volume rate of supply, on the time

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

duration of a single supply operation and on the average time between successive operations.
[RB] FLAME SPREAD. The propagation of flame over a surface.
[RB] FLAME SPREAD INDEX. A comparative measure, expressed as a dimensionless number, derived from visual measurements of the spread of flame versus time for a material tested in accordance with ASTM E 84 or UL 723.
FLEXIBLE AIR CONNECTOR. A conduit for transferring air between an air duct or plenum and an air terminal unit, an air inlet or an air outlet. Such conduit is limited in its use, length and location.
[RB] FLIGHT. A continuous run of rectangular treads or winders or combination thereof from one landing to another.
FLOOD-LEVEL RIM. The edge of the receptor or fixture from which water overflows.
FLOOR DRAIN. A plumbing fixture for recess in the floor having a floor-level strainer intended for the purpose of the collection and disposal of waste water used in cleaning the floor and for the collection and disposal of accidental spillage to the floor.
FLOOR FURNACE. A self-contained furnace suspended from the floor of the space being heated, taking air for combustion from outside such space, and with means for lighting the appliance from such space.
FLOW PRESSURE. The static pressure reading in the water-supply pipe near the faucet or water outlet while the faucet or water outlet is open and flowing at capacity.
FLUE. See "Vent."
FLUE, APPLIANCE. The passages within an appliance through which combustion products pass from the combustion chamber to the flue collar.
FLUE COLLAR. The portion of a fuel-burning appliance designed for the attachment of a draft hood, vent connector or venting system.
FLUE GASES. Products of combustion plus excess air in appliance flues or heat exchangers.
FLUSH VALVE. A device located at the bottom of a flush tank that is operated to flush water closets.
FLUSHOMETER TANK. A device integrated within an air accumulator vessel that is designed to discharge a predetermined quantity of water to fixtures for flushing purposes.
FLUSHOMETER VALVE. A flushometer valve is a device that discharges a predetermined quantity of water to fixtures for flushing purposes and is actuated by direct water pressure.
[RB] FOAM BACKER BOARD. Foam plastic used in siding applications where the foam plastic is a component of the siding.
[RB] FOAM PLASTIC INSULATION. A plastic that is intentionally expanded by the use of a foaming agent to produce a reduced-density plastic containing voids consisting of open or closed cells distributed throughout the plastic for thermal insulating or acoustic purposes and that has a density

less than 20 pounds per cubic foot (320 kg/m3) unless it is used as interior trim.
[RB] FOAM PLASTIC INTERIOR TRIM. Exposed foam plastic used as picture molds, chair rails, crown moldings, baseboards, handrails, ceiling beams, door trim and window trim and similar decorative or protective materials used in fixed applications.
FUEL-PIPING SYSTEM. All piping, tubing, valves and fittings used to connect fuel utilization equipment to the point of fuel delivery.
FULLWAY VALVE. A valve that in the full open position has an opening cross-sectional area that is not less than 85 percent of the cross-sectional area of the connecting pipe.
FURNACE. A vented heating appliance designed or arranged to discharge heated air into a conditioned space or through a duct or ducts.
[RB] GLAZING AREA. The interior surface area of all glazed fenestration, including the area of sash, curbing or other framing elements, that enclose conditioned space. Includes the area of glazed fenestration assemblies in walls bounding conditioned basements.
[RB] GRADE. The finished ground level adjoining the building at all exterior walls.
[RB] GRADE FLOOR OPENING. A window or other opening located such that the sill height of the opening is not more than 44 inches (1118 mm) above or below the finished ground level adjacent to the opening.
GRADE, PIPING. See "Slope."
[RB] GRADE PLANE. A reference plane representing the average of the finished ground level adjoining the building at all exterior walls. Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6 feet (1829 mm) from the building between the structure and a point 6 feet (1829 mm) from the building.
GRAY WATER. Waste discharged from lavatories, bathtubs, showers, clothes washers and laundry trays.
GRIDDED WATER DISTRIBUTION SYSTEM. A water distribution system where every water distribution pipe is interconnected so as to provide two or more paths to each fixture supply pipe.
[RB] GROSS AREA OF EXTERIOR WALLS. The normal projection of all exterior walls, including the area of all windows and doors installed therein.
GROUND-SOURCE HEAT PUMP LOOP SYSTEM. Piping buried in horizontal or vertical excavations or placed in a body of water for the purpose of transporting heat transfer liquid to and from a heat pump. Included in this definition are closed loop systems in which the liquid is recirculated and open loop systems in which the liquid is drawn from a well or other source.
[RB] GUARD. A building component or a system of building components located near the open sides of elevated walk-

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

ing surfaces that minimizes the possibility of a fall from the walking surface to the lower level.
[RB] GUESTROOM. Any room or rooms used or intended to be used by one or more guests for living or sleeping purposes.
[RB] GYPSUM BOARD. The generic name for a family of sheet products consisting of a noncombustible core primarily of gypsum with paper surfacing. Gypsum wallboard, gypsum sheathing, gypsum base for gypsum veneer plaster, exterior gypsum soffit board, predecorated gypsum board and waterresistant gypsum backing board complying with the standards listed in Section R702.3 and Part IX of this code are types of gypsum board.
[RB] GYPSUM PANEL PRODUCT. The general name for a family of sheet products consisting essentially of gypsum.
[RB] HABITABLE SPACE. A space in a building for living, sleeping, eating or cooking. Bathrooms, toilet rooms, closets, halls, storage or utility spaces and similar areas are not considered habitable spaces.
[RB] HANDRAIL. A horizontal or sloping rail intended for grasping by the hand for guidance or support.
HANGERS. See "Supports."
HAZARDOUS LOCATION. Any location considered to be a fire hazard for flammable vapors, dust, combustible fibers or other highly combustible substances.
HEAT PUMP. An appliance having heating or heating and cooling capability and that uses refrigerants to extract heat from air, liquid or other sources.
[RE] HEATING DEGREE DAYS (HDD). The sum, on an annual basis, of the difference between 65°F (18°C) and the mean temperature for each day as determined from "NOAA Annual Degree Days to Selected Bases Derived from the 1960-1990 Normals" or other weather data sources acceptable to the code official.
[RB] HEIGHT, BUILDING. The vertical distance from grade plane to the average height of the highest roof surface.
[RB] HEIGHT, STORY. The vertical distance from top to top of two successive tiers of beams or finished floor surfaces; and, for the topmost story, from the top of the floor finish to the top of the ceiling joists or, where there is not a ceiling, to the top of the roof rafters.
[RE] HIGH-EFFICACY LAMPS. See Section N1101.6 for definition applicable in Chapter 11.
HIGH-TEMPERATURE (H.T.) CHIMNEY. A high temperature chimney complying with the requirements of UL 103. A Type H.T. chimney is identifiable by the markings "Type H.T." on each chimney pipe section.
[RB] HILL. With respect to topographic wind effects, a land surface characterized by strong relief in any horizontal direction.
[RB] HISTORIC BUILDING. Buildings that are listed in or eligible for listing in the National Register of Historic Places, or designated as historic under an appropriate state or local law.

HORIZONTAL BRANCH, DRAINAGE. A drain pipe extending laterally from a soil or waste stack or building drain, that receives the discharge from one or more fixture drains.
HORIZONTAL PIPE. Any pipe or fitting that makes an angle of less than 45 degrees (0.79 rad) with the horizontal.
HOT WATER. Water at a temperature greater than or equal to 110°F (43°C).
[RB] HURRICANE-PRONE REGIONS. Areas vulnerable to hurricanes, defined as the U.S. Atlantic Ocean and Gulf of Mexico coasts where the ultimate design wind speed, Vult, is greater than 115 miles per hour (51 m/s), and Hawaii, Puerto Rico, Guam, Virgin Islands and America Samoa.
HYDROGEN-GENERATING APPLIANCE. A self-contained package or factory-matched packages of integrated systems for generating gaseous hydrogen. Hydrogen-generating appliances utilize electrolysis, reformation, chemical or other processes to generate hydrogen.
IGNITION SOURCE. A flame, spark or hot surface capable of igniting flammable vapors or fumes. Such sources include appliance burners, burner ignitions and electrical switching devices.
INDIRECT SYSTEM. A solar thermal system in which the gas or liquid in the solar collector loop circulates between the solar collector and a heat exchanger and such gas or liquid is not drained from the system or supplied to the load during normal operation.
INDIRECT WASTE PIPE. A waste pipe that discharges into the drainage system through an air gap into a trap, fixture or receptor.
INDIVIDUAL SEWAGE DISPOSAL SYSTEM. A system for disposal of sewage by means of a septic tank or mechanical treatment, designed for use apart from a public sewer to serve a single establishment or building.
INDIVIDUAL VENT. A pipe installed to vent a single fixture drain that connects with the vent system above or terminates independently outside the building.
INDIVIDUAL WATER SUPPLY. A supply other than an approved public water supply that serves one or more families.
[RB] INSULATED SIDING. A type of continuous insulation, with manufacturer-installed insulating material as an integral part of the cladding product, having a minimum Rvalue of R-2.
[RB] INSULATED VINYL SIDING. A vinyl cladding product, with manufacturer-installed foam plastic insulating material as an integral part of the cladding product, having a thermal resistance of not less than R-2.
[RB] INSULATING CONCRETE FORM (ICF). A concrete forming system using stay-in-place forms of rigid foam plastic insulation, a hybrid of cement and foam insulation, a hybrid of cement and wood chips, or other insulating material for constructing cast-in-place concrete walls.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

[RE] INSULATING SHEATHING. An insulating board having a thermal resistance of not less than R-2 of the core material.
For definition applicable in Chapter 11, see Section N1101.6.
[RB] JURISDICTION. The governmental unit that has adopted this code under due legislative authority.
[RB] KITCHEN. Kitchen shall mean an area used, or designated to be used, for the preparation of food.
[RB] LABEL. An identification applied on a product by the manufacturer that contains the name of the manufacturer, the function and performance characteristics of the product or material, and the name and identification of an approved agency and that indicates that the representative sample of the product or material has been tested and evaluated by an approved agency. (See also "Manufacturer's designation" and "Mark.")
[RB] LABELED. Equipment, materials or products to which have been affixed a label, seal, symbol or other identifying mark of a nationally recognized testing laboratory, inspection agency or other organization concerned with product evaluation that maintains periodic inspection of the production of the labeled items and whose labeling indicates either that the equipment, material or product meets identified standards or has been tested and found suitable for a specified purpose.
[RB] LIGHT-FRAME CONSTRUCTION. A type of construction with vertical and horizontal structural elements that are primarily formed by a system of repetitive wood or coldformed steel framing members.
[RB] LISTED. Equipment, materials, products or services included in a list published by an organization acceptable to the code official and concerned with evaluation of products or services that maintains periodic inspection of production of listed equipment or materials or periodic evaluation of services and whose listing states either that the equipment, material, product or service meets identified standards or has been tested and found suitable for a specified purpose.
[RB] LIVE LOADS. Those loads produced by the use and occupancy of the building or other structure and do not include construction or environmental loads such as wind load, snow load, rain load, earthquake load, flood load or dead load.
LIVING SPACE. Space within a dwelling unit utilized for living, sleeping, eating, cooking, bathing, washing and sanitation purposes.
LOCAL EXHAUST. An exhaust system that uses one or more fans to exhaust air from a specific room or rooms within a dwelling.
[RB] LODGING HOUSE. A one-family dwelling where one or more occupants are primarily permanent in nature, and rent is paid for guestrooms.
[RB] LOT. A portion or parcel of land considered as a unit.
[RB] LOT LINE. A line dividing one lot from another, or from a street or any public place.

MACERATING TOILET SYSTEMS. A system comprised of a sump with macerating pump and with connections for a water closet and other plumbing fixtures, that is designed to accept, grind and pump wastes to an approved point of discharge.
MAIN. The principal pipe artery to which branches may be connected.
MAIN SEWER. See "Public sewer."
MANIFOLD WATER DISTRIBUTION SYSTEMS. A fabricated piping arrangement in which a large supply main is fitted with multiple branches in close proximity in which water is distributed separately to fixtures from each branch.
[RB] MANUFACTURED HOME. Manufactured home means a structure, transportable in one or more sections, that in the traveling mode is 8 body feet (2438 body mm) or more in width or 40 body feet (12 192 body mm) or more in length, or, where erected on site, is 320 square feet (30 m2) or more, and that is built on a permanent chassis and designed to be used as a dwelling with or without a permanent foundation where connected to the required utilities, and includes the plumbing, heating, air-conditioning and electrical systems contained therein; except that such term shall include any structure that meets all the requirements of this paragraph except the size requirements and with respect to which the manufacturer voluntarily files a certification required by the secretary (HUD) and complies with the standards established under this title. For mobile homes built prior to June 15, 1976, a label certifying compliance to the Standard for Mobile Homes, NFPA 501, in effect at the time of manufacture is required. For the purpose of these provisions, a mobile home shall be considered to be a manufactured home.
[RB] MANUFACTURER'S DESIGNATION. An identification applied on a product by the manufacturer indicating that a product or material complies with a specified standard or set of rules. (See also "Mark" and "Label.")
[RB] MANUFACTURER'S INSTALLATION INSTRUCTIONS. Printed instructions included with equipment as part of the conditions of their listing and labeling.
[RB] MARK. An identification applied on a product by the manufacturer indicating the name of the manufacturer and the function of a product or material. (See also "Manufacturer's designation" and "Label.")
[RB] MASONRY CHIMNEY. A field-constructed chimney composed of solid masonry units, bricks, stones or concrete.
[RB] MASONRY HEATER. A masonry heater is a solid fuel burning heating appliance constructed predominantly of concrete or solid masonry having a mass of not less than 1,100 pounds (500 kg), excluding the chimney and foundation. It is designed to absorb and store a substantial portion of heat from a fire built in the firebox by routing exhaust gases through internal heat exchange channels in which the flow path downstream of the firebox includes not less than one 180-degree (3.14-rad) change in flow direction before entering the chimney and that deliver heat by radiation through the masonry surface of the heater.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

[RB] MASONRY, SOLID. Masonry consisting of solid masonry units laid contiguously with the joints between the units filled with mortar.
[RB] MASONRY UNIT. Brick, tile, stone, architectural cast stone, glass block or concrete block conforming to the requirements specified in Section 2103 of the International Building Code.
Clay. A building unit larger in size than a brick, composed of burned clay, shale, fire clay or mixtures thereof.
Concrete. A building unit or block larger in size than 12 inches by 4 inches by 4 inches (305 mm by 102 mm by 102 mm) made of cement and suitable aggregates.
Glass. Nonload-bearing masonry composed of glass units bonded by mortar.
Hollow. A masonry unit with a net cross-sectional area in any plane parallel to the loadbearing surface that is less than 75 percent of its gross cross-sectional area measured in the same plane.
Solid. A masonry unit with a net cross-sectional area in every plane parallel to the loadbearing surface that is 75 percent or more of its cross-sectional area measured in the same plane.
[RE] MASS WALL. Masonry or concrete walls having a mass greater than or equal to 30 pounds per square foot (146 kg/m2), solid wood walls having a mass greater than or equal to 20 pounds per square foot (98 kg/m2), and any other walls having a heat capacity greater than or equal to 6 Btu/ft2 · °F [123 J/(m2 · K)].
[RB] MEAN ROOF HEIGHT. The average of the roof eave height and the height to the highest point on the roof surface, except that eave height shall be used for roof angle of less than or equal to 10 degrees (0.18 rad).
MECHANICAL DRAFT SYSTEM. A venting system designed to remove flue or vent gases by mechanical means, that consists of an induced draft portion under nonpositive static pressure or a forced draft portion under positive static pressure.
Forced-draft venting system. A portion of a venting system using a fan or other mechanical means to cause the removal of flue or vent gases under positive static pressure.
Induced draft venting system. A portion of a venting system using a fan or other mechanical means to cause the removal of flue or vent gases under nonpositive static vent pressure.
Power venting system. A portion of a venting system using a fan or other mechanical means to cause the removal of flue or vent gases under positive static vent pressure.
MECHANICAL EXHAUST SYSTEM. A system for removing air from a room or space by mechanical means.
MECHANICAL JOINT.
1. A connection between pipes, fittings or pipes and fittings that is not welded, brazed, caulked, soldered, solvent cemented or heat-fused.

2. A general form of gas- or liquid-tight connections obtained by the joining of parts through a positive holding mechanical construction such as, but not limited to, flanged, screwed, clamped or flared connections.
MECHANICAL SYSTEM. A system specifically addressed and regulated in this code and composed of components, devices, appliances and equipment.
[RB] METAL ROOF PANEL. An interlocking metal sheet having an installed weather exposure of not less than 3 square feet (0.28 m2) per sheet.
[RB] METAL ROOF SHINGLE. An interlocking metal sheet having an installed weather exposure less than 3 square feet (0.28 m2) per sheet.
[RB] MEZZANINE. An intermediate level or levels between the floor and ceiling of any story.
[RB] MODIFIED BITUMEN ROOF COVERING. One or more layers of polymer modified asphalt sheets. The sheet materials shall be fully adhered or mechanically attached to the substrate or held in place with an approved ballast layer.
[RB] MULTIPLE STATION SMOKE ALARM. Two or more single station alarm devices that are capable of interconnection such that actuation of one causes all integral or separate audible alarms to operate.
[RB] NAILABLE SUBSTRATE. A product or material such as framing, sheathing or furring, composed of wood or wood-based materials, or other materials and fasteners providing equivalent fastener withdrawal resistance.
NATURAL DRAFT SYSTEM. A venting system designed to remove flue or vent gases under nonpositive static vent pressure entirely by natural draft.
[RB] NATURALLY DURABLE WOOD. The heartwood of the following species with the exception that an occasional piece with corner sapwood is permitted if 90 percent or more of the width of each side on which it occurs is heartwood.
Decay resistant. Redwood, cedar, black locust and black walnut.
Termite resistant. Alaska yellow cedar, redwood, Eastern red cedar and Western red cedar including all sapwood of Western red cedar.
[RB] NONCOMBUSTIBLE MATERIAL. Materials that pass the test procedure for defining noncombustibility of elementary materials set forth in ASTM E 136.
[RB] NOSING. The leading edge of treads of stairs and of landings at the top of stairway flights.
[RB] OCCUPIED SPACE. The total area of all buildings or structures on any lot or parcel of ground projected on a horizontal plane, excluding permitted projections as allowed by this code.
OFFSET. A combination of fittings that makes two changes in direction, bringing one section of the pipe out of line and into a line parallel with the other section.
ON-SITE NONPOTABLE WATER REUSE SYSTEMS. Water systems for the collection, treatment, storage, distribution, and reuse of nonpotable water generated on site, includ-

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

ing but not limited to graywater systems. This definition does not include rainwater harvesting systems.
[RB] OWNER. Any person, agent, firm or corporation having a legal or equitable interest in the property.
[RB] PAN FLASHING. Corrosion-resistant flashing at the base of an opening that is integrated into the building exterior wall to direct water to the exterior and is premanufactured, fabricated, formed or applied at the job site.
[RB] PANEL THICKNESS. Thickness of core plus two layers of structural wood panel facings.
PELLET FUEL-BURNING APPLIANCE. A closed combustion, vented appliance equipped with a fuel feed mechanism for burning processed pellets of solid fuel of a specified size and composition.
PELLET VENT. A vent listed and labeled for use with a listed pellet fuel-burning appliance.
[RB] PERFORMANCE CATEGORY. A designation of wood structural panels as related to the panel performance used in Chapters 4, 5, 6 and 8.
[RB] PERMIT. An official document or certificate issued by the authority having jurisdiction that authorizes performance of a specified activity.
[RB] PERSON. An individual, heirs, executors, administrators or assigns, and a firm, partnership or corporation, its or their successors or assigns, or the agent of any of the aforesaid.
[RB] PHOTOVOLTAIC MODULE. A complete, environmentally protected unit consisting of solar cells, optics and other components, exclusive of a tracker, designed to generate DC power where exposed to sunlight.
[RB] PHOTOVOLTAIC PANEL. A collection of photovoltaic modules mechanically fastened together, wired, and designed to provide a field-installable unit.
[RB] PHOTOVOLTAIC PANEL SYSTEM. A system that incorporates discrete photovoltaic panels that convert solar radiation into electricity, including rack support systems.
[RB] PHOTOVOLTAIC SHINGLES. A roof covering that resembles shingles and that incorporates photovoltaic modules.
PITCH. See "Slope."
[RB] PLASTIC COMPOSITE. A generic designation that refers to wood-plastic composites and plastic lumber.
[RB] PLATFORM CONSTRUCTION. A method of construction by which floor framing bears on load bearing walls that are not continuous through the story levels or floor framing.
PLENUM. A chamber that forms part of an air-circulation system other than the occupied space being conditioned.
PLUMBING. For the purpose of this code, plumbing refers to those installations, repairs, maintenance and alterations regulated by Chapters 25 through 33.
PLUMBING APPLIANCE. An energized household appliance with plumbing connections, such as a dishwasher, food waste disposer, clothes washer or water heater.

PLUMBING APPURTENANCE. A device or assembly that is an adjunct to the basic plumbing system and does not demand additional water supply or add any discharge load to the system. It is presumed that it performs some useful function in the operation, maintenance, servicing, economy or safety of the plumbing system. Examples include filters, relief valves and aerators.
PLUMBING FIXTURE. A receptacle or device that is connected to a water supply system or discharges to a drainage system or both. Such receptacles or devices require a supply of water; or discharge liquid waste or liquid-borne solid waste; or require a supply of water and discharge waste to a drainage system.
PLUMBING SYSTEMS. Includes the water distribution pipes; plumbing fixtures and traps; water-treating or waterusing equipment; soil, waste and vent pipes; and building drains; in addition to their respective connections, devices and appurtenances within a structure or premises; and the water service, building sewer and building storm sewer serving such structure or premises.
POLLUTION. A low-hazard or non-health hazard impairment of the quality of the potable water to a degree that does not create a hazard to the public health and that does adversely and unreasonably affect the aesthetic qualities of such potable water for domestic use.
[RB] POLYPROPYLENE SIDING. A shaped material, made principally from polypropylene homopolymer, or copolymer, that in some cases contains fillers or reinforcements, that is used to clad exterior walls or buildings.
PORTABLE-FUEL-CELL APPLIANCE. A fuel cell generator of electricity that is not fixed in place. A portable-fuelcell appliance utilizes a cord and plug connection to a gridisolated load and has an integral fuel supply.
[RB] POSITIVE ROOF DRAINAGE. The drainage condition in which consideration has been made for the loading deflections of the roof deck, and additional slope has been provided to ensure drainage of the roof within 48 hours of precipitation.
POTABLE WATER. Water free from impurities present in amounts sufficient to cause disease or harmful physiological effects and conforming in bacteriological and chemical quality to the requirements of the public health authority having jurisdiction.
[RB] PRECAST CONCRETE. A structural concrete element cast elsewhere than its final position in the structure.
[RB] PRECAST CONCRETE FOUNDATION WALLS. Pre-engineered, precast concrete wall panels that are designed to withstand specified stresses and used to build below-grade foundations.
PRESSURE-RELIEF VALVE. A pressure-actuated valve held closed by a spring or other means and designed to automatically relieve pressure at the pressure at which it is set.
PUBLIC SEWER. A common sewer directly controlled by public authority.
PUBLIC WATER MAIN. A water-supply pipe for public use controlled by public authority.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

[RB] PUBLIC WAY. Any street, alley or other parcel of land open to the outside air leading to a public street, that has been deeded, dedicated or otherwise permanently appropriated to the public for public use and that has a clear width and height of not less than 10 feet (3048 mm).
PURGE. To clear of air, gas or other foreign substances.
QUICK-CLOSING VALVE. A valve or faucet that closes automatically where released manually or controlled by mechanical means for fast-action closing.
[RE] R-VALUE, THERMAL RESISTANCE. The inverse of the time rate of heat flow through a building thermal envelope element from one of its bounding surfaces to the other for a unit temperature difference between the two surfaces, under steady state conditions, per unit area (h · ft2 · °F/Btu).
[RB] RAMP. A walking surface that has a running slope steeper than 1 unit vertical in 20 units horizontal (5-percent slope).
[RE] RATED DESIGN. A description of the proposed building, used to determine the energy rating index.
RECEPTOR. A fixture or device that receives the discharge from indirect waste pipes.
RECLAIMED WATER. Nonpotable water that has been derived from the treatment of waste water by a facility or system licensed or permitted to produce water meeting the jurisdiction's water requirements for its intended uses. Also known as "Recycled Water."
[RE] REFLECTIVE DUCT INSULATION. A thermal insulation assembly consisting of one or more surfaces that have an emittance of 0.1 or less, and that bound an enclosed air space or spaces.
REFRIGERANT. A substance used to produce refrigeration by its expansion or evaporation.
REFRIGERANT COMPRESSOR. A specific machine, with or without accessories, for compressing a given refrigerant vapor.
REFRIGERATING SYSTEM. A combination of interconnected parts forming a closed circuit in which refrigerant is circulated for the purpose of extracting, then rejecting, heat. A direct refrigerating system is one in which the evaporator or condenser of the refrigerating system is in direct contact with the air or other substances to be cooled or heated. An indirect refrigerating system is one in which a secondary coolant cooled or heated by the refrigerating system is circulated to the air or other substance to be cooled or heated.
[RB] REGISTERED DESIGN PROFESSIONAL. An individual who is registered or licensed to practice their respective design profession as defined by the statutory requirements of the professional registration laws of the state or jurisdiction in which the project is to be constructed.
RELIEF VALVE, VACUUM. A device to prevent excessive buildup of vacuum in a pressure vessel.
[RB] REPAIR. The reconstruction or renewal of any part of an existing building for the purpose of its maintenance or to correct damage.

For definition applicable in Chapter 11, see Section N1101.6.
[RB] REROOFING. The process of recovering or replacing an existing roof covering. See "Roof recover."
For definition applicable in Chapter 11, see Section N1101.6.
RETURN AIR. Air removed from an approved conditioned space or location and recirculated or exhausted.
[RB] RIDGE. With respect to topographic wind effects, an elongated crest of a hill characterized by strong relief in two directions.
[RB] RISER.
1. The vertical component of a step or stair.
2. A water pipe that extends vertically one full story or more to convey water to branches or to a group of fixtures.
[RB] ROOF ASSEMBLY. A system designed to provide weather protection and resistance to design loads. The system consists of a roof covering and roof deck or a single component serving as both the roof covering and the roof deck. A roof assembly includes the roof deck, vapor retarder, substrate or thermal barrier, insulation, vapor retarder, and roof covering.
[RB] ROOF COVERING. The covering applied to the roof deck for weather resistance, fire classification or appearance.
ROOF COVERING SYSTEM. See "Roof assembly."
[RB] ROOF DECK. The flat or sloped surface not including its supporting members or vertical supports.
[RB] ROOF RECOVER. The process of installing an additional roof covering over a prepared existing roof covering without removing the existing roof covering.
For definition applicable in Chapter 11, see Section N1101.6.
[RB] ROOF REPAIR. Reconstruction or renewal of any part of an existing roof for the purposes of its maintenance.
For definition applicable in Chapter 11, see Section N1101.6.
[RB] ROOF REPLACEMENT. The process of removing the existing roof covering, repairing any damaged substrate and installing a new roof covering.
[RB] ROOFTOP STRUCTURE. An enclosed structure on or above the roof of any part of a building.
ROOM HEATER. A freestanding heating appliance installed in the space being heated and not connected to ducts.
ROUGH-IN. The installation of the parts of the plumbing system that must be completed prior to the installation of fixtures. This includes DWV, water supply and built-in fixture supports.
[RB] RUNNING BOND. The placement of masonry units such that head joints in successive courses are horizontally offset not less than one-quarter the unit length.
SANITARY SEWER. A sewer that carries sewage and excludes storm, surface and groundwater.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

SCUPPER. An opening in a wall or parapet that allows water to drain from a roof.
[RB] SEISMIC DESIGN CATEGORY (SDC). A classification assigned to a structure based on its occupancy category and the severity of the design earthquake ground motion at the site.
SEPTIC TANK. A water-tight receptor that receives the discharge of a building sanitary drainage system and is constructed so as to separate solids from the liquid, digest organic matter through a period of detention, and allow the liquids to discharge into the soil outside of the tank through a system of open joint or perforated piping or a seepage pit.
SEWAGE. Any liquid waste containing animal matter, vegetable matter or other impurity in suspension or solution.
SEWAGE PUMP. A permanently installed mechanical device for removing sewage or liquid waste from a sump.
[RB] SHALL. The term, where used in the code, is construed as mandatory.
[RB] SHEAR WALL. A general term for walls that are designed and constructed to resist racking from seismic and wind by use of masonry, concrete, cold-formed steel or wood framing in accordance with Chapter 6 of this code and the associated limitations in Section R301.2 of this code.
[RB] SINGLE PLY MEMBRANE. A roofing membrane that is field applied using one layer of membrane material (either homogeneous or composite) rather than multiple layers.
[RB] SINGLE STATION SMOKE ALARM. An assembly incorporating the detector, control equipment and alarm sounding device in one unit that is operated from a power supply either in the unit or obtained at the point of installation.
[RB] SHINGLE FASHION. A method of installing roof or wall coverings, water-resistive barriers, flashing or other building components such that upper layers of material are placed overlapping lower layers of material to provide drainage and protect against water intrusion at unsealed penetrations and joints or in combination with sealed joints.
[RE] SKYLIGHT. See Section N1101.6 for definition applicable in Chapter 11.
[RB] SKYLIGHT AND SLOPED GLAZING. Glass or other transparent or translucent glazing material installed at a slope of 15 degrees (0.26 rad) or more from vertical. Glazing materials in skylights, including unit skylights, tubular daylighting devices, solariums, sunrooms, roofs and sloped walls are included in this definition.
[RB] SKYLIGHT, UNIT. A factory assembled, glazed fenestration unit, containing one panel of glazing material, that allows for natural daylighting through an opening in the roof assembly while preserving the weather-resistant barrier of the roof.
[RE] SLEEPING UNIT. See Section N1101.6 for definition applicable in Chapter 11.
SLIP JOINT. A mechanical-type joint used primarily on fixture traps. The joint tightness is obtained by compressing a

friction-type washer such as rubber, nylon, neoprene, lead or special packing material against the pipe by the tightening of a (slip) nut.
SLOPE. The fall (pitch) of a line of pipe in reference to a horizontal plane. In drainage, the slope is expressed as the fall in units vertical per units horizontal (percent) for a length of pipe.
[RB] SMOKE-DEVELOPED INDEX. A comparative measure, expressed as a dimensionless number, derived from measurements of smoke obscuration versus time for a material tested in accordance with ASTM E 84 or UL 723.
SOIL STACK OR PIPE. A pipe that conveys sewage containing fecal material.
[RE] SOLAR HEAT GAIN COEFFICIENT (SHGC). The solar heat gain through a fenestration or glazing assembly relative to the incident solar radiation (Btu/h · ft2 · °F).
[RB] SOLID MASONRY. Load-bearing or nonload-bearing construction using masonry units where the net cross-sectional area of each unit in any plane parallel to the bearing surface is not less than 75 percent of its gross cross-sectional area. Solid masonry units shall conform to ASTM C 55, C 62, C 73, C 145 or C 216.
[RB] SPLINE. A strip of wood structural panel cut from the same material used for the panel facings, used to connect two structural insulated panels. The strip (spline) fits into a groove cut into the vertical edges of the two structural insulated panels to be joined. Splines are used behind each facing of the structural insulated panels being connected as shown in Figure R613.8.
STACK. Any main vertical DWV line, including offsets, that extends one or more stories as directly as possible to its vent terminal.
[RB] STACK BOND. The placement of masonry units in a bond pattern is such that head joints in successive courses are vertically aligned. For the purpose of this code, requirements for stack bond shall apply to all masonry laid in other than running bond.
STACK VENT. The extension of soil or waste stack above the highest horizontal drain connected.
[RB] STAIR. A change in elevation, consisting of one or more risers.
[RB] STAIRWAY. One or more flights of stairs, either interior or exterior, with the necessary landings and connecting platforms to form a continuous and uninterrupted passage from one level to another within or attached to a building, porch or deck.
[RB] STAIRWAY, SPIRAL. A stairway with a plan view of closed circular form and uniform section-shaped treads radiating from a minimum-diameter circle.
[RB] STANDARD TRUSS. Any construction that does not permit the roof-ceiling insulation to achieve the required Rvalue over the exterior walls.
STATIONARY FUEL CELL POWER PLANT. A selfcontained package or factory-matched packages that constitute an automatically-operated assembly of integrated sys-

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

tems for generating useful electrical energy and recoverable thermal energy that is permanently connected and fixed in place.
STORM SEWER, DRAIN. A pipe used for conveying rainwater, surface water, subsurface water and similar liquid waste.
[RB] STORY. That portion of a building included between the upper surface of a floor and the upper surface of the floor or roof next above.
[RB] STORY ABOVE GRADE PLANE. Any story having its finished floor surface entirely above grade plane, or in which the finished surface of the floor next above is either of the following:
1. More than 6 feet (1829 mm) above grade plane.
2. More than 12 feet (3658 mm) above the finished ground level at any point.
[RB] STRUCTURAL COMPOSITE LUMBER. Structural members manufactured using wood elements bonded together with exterior adhesives.
Examples of structural composite lumber are:
Laminated veneer lumber (LVL). A composite of wood veneer elements with wood fibers primarily oriented along the length of the member, where the veneer element thicknesses are 0.25 inches (6.4 mm) or less.
Parallel strand lumber (PSL). A composite of wood strand elements with wood fibers primarily oriented along the length of the member, where the least dimension of the wood strand elements is 0.25 inch (6.4 mm) or less and their average lengths are not less than 300 times the least dimension of the wood strand elements.
Laminated strand lumber (LSL). A composite of wood strand elements with wood fibers primarily oriented along the length of the member, where the least dimension of the wood strand elements is 0.10 inch (2.54 mm) or less and their average lengths are not less than 150 times the least dimension of the wood strand elements.
Oriented strand lumber (OSL). A composite of wood strand elements with wood fibers primarily oriented along the length of the member, where the least dimension of the wood strand elements is 0.10 inch (2.54 mm) or less and their average lengths are not less than 75 times and less than 150 times the least dimension of the wood strand elements.
[RB] STRUCTURAL INSULATED PANEL (SIP). A structural sandwich panel that consists of a light-weight foam plastic core securely laminated between two thin, rigid wood structural panel facings.
[RB] STRUCTURE. That which is built or constructed.
[RB] SUBSOIL DRAIN. A drain that collects subsurface water or seepage water and conveys such water to a place of disposal.
SUMP. A tank or pit that receives sewage or waste, located below the normal grade of the gravity system and that must be emptied by mechanical means.

SUMP PUMP. A pump installed to empty a sump. These pumps are used for removing storm water only. The pump is selected for the specific head and volume of the load and is usually operated by level controllers.
[RB] SUNROOM. A one-story structure attached to a dwelling with a glazing area in excess of 40 percent of the gross area of the structure's exterior walls and roof.
For definition applicable in Chapter 11, see Section N1101.6.
SUPPLY AIR. Air delivered to a conditioned space through ducts or plenums from the heat exchanger of a heating, cooling or ventilating system.
SUPPORTS. Devices for supporting, hanging and securing pipes, fixtures and equipment.
SWEEP. A drainage fitting designed to provide a change in direction of a drain pipe of less than the angle specified by the amount necessary to establish the desired slope of the line. Sweeps provide a longer turning radius than bends and a less turbulent flow pattern (see "Bend" and "Elbow").
TEMPERATURE- AND PRESSURE-RELIEF (T AND P) VALVE. A combination relief valve designed to function as both a temperature-relief and pressure-relief valve.
TEMPERATURE-RELIEF VALVE. A temperature-actuated valve designed to discharge automatically at the temperature at which it is set.
[RB] TERMITE-RESISTANT MATERIAL. Pressure-preservative treated wood in accordance with the AWPA standards in Section R318.1, naturally durable termite-resistant wood, steel, concrete, masonry or other approved material.
[RB] THERMAL ISOLATION. Physical and space conditioning separation from conditioned space(s) consisting of existing or new walls, doors or windows. The conditioned space(s) shall be controlled as separate zones for heating and cooling or conditioned by separate equipment.
For definition applicable in Chapter 11, see Section N1101.6.
[RE] THERMAL RESISTANCE, R-VALUE. The inverse of the time rate of heat flow through a body from one of its bounding surfaces to the other for a unit temperature difference between the two surfaces, under steady state conditions, per unit area (h · ft2 · °F/Btu) (m2 · K)/W.
[RE] THERMAL TRANSMITTANCE, U-FACTOR. The coefficient of heat transmission (air to air) through a building envelope component or assembly, equal to the time rate of heat flow per unit area and unit temperature difference between the warm side and cold side air films (Btu/h · ft2 · °F) W/(m2 · K).
[RB] THIRD-PARTY CERTIFICATION AGENCY. An approved agency operating a product or material certification system that incorporates initial product testing, assessment and surveillance of a manufacturer's quality control system.
[RB] THIRD PARTY CERTIFIED. Certification obtained by the manufacturer indicating that the function and performance characteristics of a product or material have been determined by testing and ongoing surveillance by an

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

approved third-party certification agency. Assertion of certification is in the form of identification in accordance with the requirements of the third-party certification agency.
[RB] THIRD-PARTY TESTED. Procedure by which an approved testing laboratory provides documentation that a product material or system conforms to specified requirements.
[RB] TOWNHOUSE. A single-family dwelling unit constructed in a group of three or more attached units in which each unit extends from foundation to roof and with a yard or public way on not less than two sides.
TRAP. A fitting, either separate or built into a fixture, that provides a liquid seal to prevent the emission of sewer gases without materially affecting the flow of sewage or waste water through it.
TRAP ARM. That portion of a fixture drain between a trap weir and the vent fitting.
TRAP PRIMER. A device or system of piping to maintain a water seal in a trap, typically installed where infrequent use of the trap would result in evaporation of the trap seal, such as floor drains.
TRAP SEAL. The trap seal is the maximum vertical depth of liquid that a trap will retain, measured between the crown weir and the top of the dip of the trap.
[RB] TRIM. Picture molds, chair rails, baseboards, handrails, door and window frames, and similar decorative or protective materials used in fixed applications.
[RB] TRUSS DESIGN DRAWING. The graphic depiction of an individual truss, that describes the design and physical characteristics of the truss.
[RE] TUBULAR DAYLIGHTING DEVICE (TDD). A nonoperable fenestration unit primarily designed to transmit daylight from a roof surface to an interior ceiling via a tubular conduit. The basic unit consists of an exterior glazed weathering surface, a light-transmitting tube with a reflective interior surface, and an interior-sealing device such as a translucent ceiling panel. The unit may be factory assembled, or field assembled from a manufactured kit.
TYPE L VENT. A listed and labeled vent conforming to UL 641 for venting oil-burning appliances listed for use with Type L vents or with gas appliances listed for use with Type B vents.
[RE] U-FACTOR, THERMAL TRANSMITTANCE. See Section N1101.6 for definition applicable in Chapter 11.
[RB] UNDERLAYMENT. One or more layers of felt, sheathing paper, nonbituminous saturated felt, or other approved material over which a roof covering, with a slope of 2 to 12 (17-percent slope) or greater, is applied.
VACUUM BREAKER. A device that prevents back-siphonage of water by admitting atmospheric pressure through ports to the discharge side of the device.
[RB] VAPOR PERMEABLE. The property of having a moisture vapor permeance rating of 5 perms (2.9 x 10-10 kg/ Pa · s · m2) or greater, where tested in accordance with the

desiccant method using Procedure A of ASTM E 96. A vapor permeable material permits the passage of moisture vapor.
[RB] VAPOR RETARDER CLASS. A measure of the ability of a material or assembly to limit the amount of moisture that passes through that material or assembly. Vapor retarder class shall be defined using the desiccant method with Procedure A of ASTM E 96 as follows:
Class I: 0.1 perm or less
Class II: 0.1 < perm 1.0 perm
Class III: 1.0 < perm 10 perm
VENT. A passageway for conveying flue gases from fuelfired appliances, or their vent connectors, to the outside atmosphere.
VENT COLLAR. See "Flue collar."
VENT CONNECTOR. That portion of a venting system that connects the flue collar or draft hood of an appliance to a vent.
VENT DAMPER DEVICE, AUTOMATIC. A device intended for installation in the venting system, in the outlet of an individual, automatically operated fuel burning appliance and that is designed to open the venting system automatically where the appliance is in operation and to close off the venting system automatically where the appliance is in a standby or shutdown condition.
VENT GASES. Products of combustion from fuel-burning appliances, plus excess air and dilution air, in the venting system above the draft hood or draft regulator.
VENT STACK. A vertical vent pipe installed to provide circulation of air to and from the drainage system and that extends through one or more stories.
VENT SYSTEM. Piping installed to equalize pneumatic pressure in a drainage system to prevent trap seal loss or blow-back due to siphonage or back pressure.
VENTILATION. The natural or mechanical process of supplying conditioned or unconditioned air to, or removing such air from, any space.
For definition applicable in Chapter 11, see Section N1101.6.
VENTING. Removal of combustion products to the outdoors.
VENTING SYSTEM. A continuous open passageway from the flue collar of an appliance to the outside atmosphere for the purpose of removing flue or vent gases. A venting system is usually composed of a vent or a chimney and vent connector, if used, assembled to form the open passageway.
VERTICAL PIPE. Any pipe or fitting that makes an angle of 45 degrees (0.79 rad) or more with the horizontal.
[RB] VINYL SIDING. A shaped material, made principally from rigid polyvinyl chloride (PVC), that is used to cover exterior walls of buildings.
[RB] WALL, RETAINING. A wall not laterally supported at the top, that resists lateral soil load and other imposed loads.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

DEFINITIONS

[RB] WALLS. Walls shall be defined as follows:
Load-bearing wall. A wall supporting any vertical load in addition to its own weight.
Nonbearing wall. A wall which does not support vertical loads other than its own weight.
WASTE. Liquid-borne waste that is free of fecal matter.
WASTE PIPE OR STACK. Piping that conveys only liquid sewage not containing fecal material.
WASTE RECEPTOR. A floor sink, standpipe, hub drain or a floor drain that receives the discharge of one or more indirect waste pipes.
WATER DISTRIBUTION SYSTEM. Piping that conveys water from the service to the plumbing fixtures, appliances, appurtenances, equipment, devices or other systems served, including fittings and control valves.
WATER HEATER. Any heating appliance or equipment that heats potable water and supplies such water to the potable hot water distribution system.
WATER MAIN. A water supply pipe for public use.
WATER OUTLET. A valved discharge opening, including a hose bibb, through which water is removed from the potable water system supplying water to a plumbing fixture or plumbing appliance that requires either an air gap or backflow prevention device for protection of the supply system.
[RB] WATER-RESISTIVE BARRIER. A material behind an exterior wall covering that is intended to resist liquid water that has penetrated behind the exterior covering from further intruding into the exterior wall assembly.
WATER SERVICE PIPE. The outside pipe from the water main or other source of potable water supply to the water distribution system inside the building, terminating at the service valve.
WATER SUPPLY SYSTEM. The water service pipe, the water-distributing pipes and the necessary connecting pipes, fittings, control valves and appurtenances in or adjacent to the building or premises.
WET VENT. A vent that receives the discharge of wastes from other fixtures.
WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM. An exhaust system, supply system, or combination thereof that is designed to mechanically exchange indoor air for outdoor air where operating continuously or through a programmed intermittent schedule to satisfy the whole-house ventilation rate.
For definition applicable in Chapter 11, see Section N1101.6.
[RB] WINDBORNE DEBRIS REGION. Areas within hurricane-prone regions located in accordance with one of the following:
1. Within 1 mile (1.61 km) of the coastal mean high water line where the ultimate design wind speed, Vult, is 130 mph (58 m/s) or greater.

2. In areas where the ultimate design wind speed, Vult, is 140 mph (63.6 m/s) or greater; or Hawaii.
[RB] WINDER. A tread with nonparallel edges.
[RB] WOOD STRUCTURAL PANEL. A panel manufactured from veneers; or wood strands or wafers; bonded together with waterproof synthetic resins or other suitable bonding systems. Examples of wood structural panels are plywood, OSB or composite panels.
[RB] YARD. An open space, other than a court, unobstructed from the ground to the sky, except where specifically provided by this code, on the lot on which a building is situated.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Part III--Building Planning and Construction

CHAPTER 3
BUILDING PLANNING

SECTION R301 DESIGN CRITERIA
R301.1 Application. Buildings and structures, and parts thereof, shall be constructed to safely support all loads, including dead loads, live loads, roof loads, flood loads, snow loads, wind loads and seismic loads as prescribed by this code. The construction of buildings and structures in accordance with the provisions of this code shall result in a system that provides a complete load path that meets the requirements for the transfer of loads from their point of origin through the load-resisting elements to the foundation. Buildings and structures constructed as prescribed by this code are deemed to comply with the requirements of this section.
R301.1.1 Alternative provisions. As an alternative to the requirements in Section R301.1, the following standards are permitted subject to the limitations of this code and the limitations therein. Where engineered design is used in conjunction with these standards, the design shall comply with the International Building Code.
1. AF&PA Wood Frame Construction Manual (WFCM).
2. AISI Standard for Cold-Formed Steel Framing-- Prescriptive Method for One- and Two-Family Dwellings (AISI S230).
3. ICC Standard on the Design and Construction of Log Structures (ICC 400).
R301.1.2 Construction systems. The requirements of this code are based on platform and balloon-frame construction for light-frame buildings. The requirements for concrete and masonry buildings are based on a balloon framing system. Other framing systems must have equivalent detailing to ensure force transfer, continuity and compatible deformations.
R301.1.3 Engineered design. Where a building of otherwise conventional construction contains structural elements exceeding the limits of Section R301 or otherwise not conforming to this code, these elements shall be designed in accordance with accepted engineering practice. The extent of such design need only demonstrate compliance of nonconventional elements with other applicable provisions and shall be compatible with the performance of the conventional framed system. Engineered design in accordance with the International Building Code is permitted for buildings and structures, and parts thereof, included in the scope of this code.
R301.2 Climatic and geographic design criteria. Buildings shall be constructed in accordance with the provisions of this

code as limited by the provisions of this section. Additional criteria shall be established by the local jurisdiction and set forth in Table R301.2(1).
R301.2.1 Wind design criteria. Buildings and portions thereof shall be constructed in accordance with the wind provisions of this code using the ultimate design wind speed in Table R301.2(1) as determined from Figure R301.2(4)A. The structural provisions of this code for wind loads are not permitted where wind design is required as specified in Section R301.2.1.1. Where different construction methods and structural materials are used for various portions of a building, the applicable requirements of this section for each portion shall apply. Where not otherwise specified, the wind loads listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3) shall be used to determine design load performance requirements for wall coverings, curtain walls, roof coverings, exterior windows, skylights, garage doors and exterior doors. Asphalt shingles shall be designed for wind speeds in accordance with Section R905.2.4. A continuous load path shall be provided to transmit the applicable uplift forces in Section R802.11.1 from the roof assembly to the foundation.
R301.2.1.1 Wind limitations and wind design required. The wind provisions of this code shall not apply to the design of buildings where wind design is required in accordance with Figure R301.2(4)B.
Exceptions:
1. For concrete construction, the wind provisions of this code shall apply in accordance with the limitations of Sections R404 and R608.
2. For structural insulated panels, the wind provisions of this code shall apply in accordance with the limitations of Section R610.
3. For cold-formed steel light-frame construction, the wind provisions of this code shall apply in accordance with the limitations of Sections R505, R603 and R804.
In regions where wind design is required in accordance with Figure R301.2(4)B, the design of buildings for wind loads shall be in accordance with one or more of the following methods:
1. AF&PA Wood Frame Construction Manual (WFCM).
2. ICC Standard for Residential Construction in High-Wind Regions (ICC 600).

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING
3. ASCE Minimum Design Loads for Buildings and Other Structures (ASCE 7).
4. AISI Standard for Cold-Formed Steel Framing-- Prescriptive Method For One- and Two-Family Dwellings (AISI S230).
5. International Building Code.
The elements of design not addressed by the methods in Items 1 through 5 shall be in accordance with the provisions of this code.
Where ASCE 7 or the International Building Code is used for the design of the building, the wind speed map and exposure category requirements as specified in ASCE 7 and the International Building Code shall be used.
R301.2.1.1.1 Sunrooms. Sunrooms shall comply with AAMA/NPEA/NSA 2100. For the purpose of applying the criteria of AAMA/NPEA/NSA 2100 based on the intended use, sunrooms shall be identified as one of the following categories by the permit applicant, design professional or the property owner or owner's agent in the construction documents. Component and cladding pressures shall be used for the design of elements that do not qualify as main windforce-resisting systems. Main windforce-resisting system pressures shall be used for the design of elements assigned to provide support and stability for the overall sunroom.
Category I: A thermally isolated sunroom with walls that are open or enclosed with insect screening or 0.5 mm (20 mil) maximum thickness plastic film. The space is nonhabitable and unconditioned.
Category II: A thermally isolated sunroom with enclosed walls. The openings are enclosed with translucent or transparent plastic or glass. The space is nonhabitable and unconditioned.
Category III: A thermally isolated sunroom with enclosed walls. The openings are enclosed with translucent or transparent plastic or glass. The sunroom fenestration complies with additional requirements for air infiltration resistance and water penetration resistance. The space is nonhabitable and unconditioned.

Category IV: A thermally isolated sunroom with enclosed walls. The sunroom is designed to be heated or cooled by a separate temperature control or system and is thermally isolated from the primary structure. The sunroom fenestration complies with additional requirements for water penetration resistance, air infiltration resistance and thermal performance. The space is nonhabitable and conditioned.
Category V: A sunroom with enclosed walls. The sunroom is designed to be heated or cooled and is open to the main structure. The sunroom fenestration complies with additional requirements for water penetration resistance, air infiltration resistance and thermal performance. The space is habitable and conditioned.
R301.2.1.2 Protection of openings. Exterior glazing in buildings located in windborne debris regions shall be protected from windborne debris. Glazed opening protection for windborne debris shall meet the requirements of the Large Missile Test of ASTM E 1996 and ASTM E 1886 as modified in Section 301.2.1.2.1. Garage door glazed opening protection for windborne debris shall meet the requirements of an approved impact-resisting standard or ANSI/DASMA 115.
Exception: Wood structural panels with a thickness of not less than 7/16 inch (11 mm) and a span of not more than 8 feet (2438 mm) shall be permitted for opening protection. Panels shall be precut and attached to the framing surrounding the opening containing the product with the glazed opening. Panels shall be predrilled as required for the anchorage method and shall be secured with the attachment hardware provided. Attachments shall be designed to resist the component and cladding loads determined in accordance with either Table R301.2(2) or ASCE 7, with the permanent corrosion-resistant attachment hardware provided and anchors permanently installed on the building. Attachment in accordance with Table R301.2.1.2 is permitted for buildings with a mean roof height of 45 feet (13, 728 mm) or less where the ultimate design wind speed, Vult, is 180 mph (290 kph) or less.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

2015 INTERNATIONAL RESIDENTIAL CODE®

GROUND SNOW LOAD

Speedd (mph)

WIND DESIGN

Topographic Special wind

effectsk

regionl

Wind-borne debris zonem

TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA

SEISMIC
DESIGN CATEGORYf

SUBJECT TO DAMAGE FROM

Weatheringa

Frost line depthb

Termitec

WINTER
DESIGN TEMPe

ICE BARRIER
UNDERLAYMENT REQUIREDh

FLOOD HAZARDSg

AIR
FREEZING INDEXi

MEAN
ANNUAL TEMPj

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

For SI: 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s. a. Weathering may require a higher strength concrete or grade of masonry than necessary to satisfy the structural requirements of this code. The weathering column shall be filled in with the weathering index,
"negligible," "moderate" or "severe" for concrete as determined from Figure R301.2(3). The grade of masonry units shall be determined from ASTM C 34, C 55, C 62, C 73, C 90, C 129, C 145, C 216 or C 652. b. The frost line depth may require deeper footings than indicated in Figure R403.1(1). The jurisdiction shall fill in the frost line depth column with the minimum depth of footing below finish grade. c. The jurisdiction shall fill in this part of the table to indicate the need for protection depending on whether there has been a history of local subterranean termite damage. d. The jurisdiction shall fill in this part of the table with the wind speed from the basic wind speed map [Figure R301.2(4)A]. Wind exposure category shall be determined on a site-specific basis in accordance with Section R301.2.1.4. e. The outdoor design dry-bulb temperature shall be selected from the columns of 971/2-percent values for winter from Appendix D of the International Plumbing Code. Deviations from the Appendix D temperatures shall be permitted to reflect local climates or local weather experience as determined by the building official. f. The jurisdiction shall fill in this part of the table with the seismic design category determined from Section R301.2.2.1. g. The jurisdiction shall fill in this part of the table with (a) the date of the jurisdiction's entry into the National Flood Insurance Program (date of adoption of the first code or ordinance for management of flood hazard areas), (b) the date(s) of the Flood Insurance Study and (c) the panel numbers and dates of the currently effective FIRMs and FBFMs or other flood hazard map adopted by the authority having jurisdiction, as amended. h. In accordance with Sections R905.1.2, R905.4.3.1, R905.5.3.1, R905.6.3.1, R905.7.3.1 and R905.8.3.1, where there has been a history of local damage from the effects of ice damming, the jurisdiction shall fill in this part of the table with "YES." Otherwise, the jurisdiction shall fill in this part of the table with "NO." i. The jurisdiction shall fill in this part of the table with the 100-year return period air freezing index (BF-days) from Figure R403.3(2) or from the 100-year (99 percent) value on the National Climatic Data Center data table "Air Freezing Index-USA Method (Base 32°F)." j. The jurisdiction shall fill in this part of the table with the mean annual temperature from the National Climatic Data Center data table "Air Freezing Index-USA Method (Base 32°F)." k. In accordance with Section R301.2.1.5, where there is local historical data documenting structural damage to buildings due to topographic wind speed-up effects, the jurisdiction shall fill in this part of the table with "YES." Otherwise, the jurisdiction shall indicate "NO" in this part of the table. l. In accordance with Figure R301.2(4)A, where there is local historical data documenting unusual wind conditions, the jurisdiction shall fill in this part of the table with "YES" and identify any specific requirements. Otherwise, the jurisdiction shall indicate "NO" in this part of the table. m. In accordance with Section R301.2.1.2.1, the jurisdiction shall indicate the wind-borne debris wind zone(s). Otherwise, the jurisdiction shall indicate "NO" in this part of the table.

BUILDING PLANNING

TABLE R301.2(2) COMPONENT AND CLADDING LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE B (ASD) (psf)a, b, c, d, e

EFFECTIVE

ULTIMATE DESIGN WIND SPEED, VULT (mph)

ZONE WIND AREA

(feet2)

110

115

120

130

140

150

160

170

180

Roof 0 to 7 degrees

Roof > 7 to 27 degrees

10.0 -13.0 10.0 -14.0 10.0 -15.0 10.0 -18.0 10.0 -21.0 9.9 -24.0 11.2 -27.0 12.6 -31.0 14.2 -35.0

10.0 -12.0 10.0 -13.0 10.0 -15.0 10.0 -17.0 10.0 -20.0 9.2 -23.0 10.6 -26.0 11.9 -30.0 13.3 -34.1

10.0 -12.0 10.0 -13.0 10.0 -14.0 10.0 -17.0 10.0 -19.0 8.5 -22.0 10.0 -26.0 10.8 -29.0 12.2 -32.9

100

10.0 -11.0 10.0 -13.0 10.0 -14.0 10.0 -16.0 10.0 -19.0 7.8 -22.0 10.0 -25.0 10.0 -28.0 11.3 -32.0

10.0 -21.0 10.0 -23.0 10.0 -26.0 10.0 -30.0 10.0 -35.0 9.9 -40.0 11.2 -46.0 12.6 -52.0 14.2 -58.7

10.0 -19.0 10.0 -21.0 10.0 -23.0 10.0 -27.0 10.0 -31.0 9.2 -36.0 10.6 -41.0 11.9 -46.0 13.3 -52.4

10.0 -16.0 10.0 -18.0 10.0 -19.0 10.0 -23.0 10.0 -26.0 8.5 -30.0 10.0 -34.0 10.8 -39.0 12.2 -44.1

100

10.0 -14.0 10.0 -15.0 10.0 -16.0 10.0 -19.0 10.0 -22.0 7.8 -26.0 10.0 -30.0 10.0 -33.0 11.3 -37.9

10.0 -33.0 10.0 -36.0 10.0 -39.0 10.0 -46.0 10.0 -53.0 9.9 -61.0 11.2 -69.0 12.6 -78.0 14.2 -88.3

10.0 -27.0 10.0 -29.0 10.0 -32.0 10.0 -38.0 10.0 -44.0 9.2 -50.0 10.6 -57.0 11.9 -65.0 13.3 -73.1

10.0 -19.0 10.0 -21.0 10.0 -23.0 10.0 -27.0 10.0 -32.0 8.5 -36.0 10.0 -41.0 10.8 -47.0 12.2 -53.1

100

10.0 -14.0 10.0 -15.0 10.0 -16.0 10.0 -19.0 10.0 -22.0 7.8 -26.0 10.0 -30.0 10.0 -33.0 11.3 -37.9

10.0 -11.0 10.0 -13.0 10.0 -14.0 10.5 -16.0 12.2 -19.0 14.0 -22.0 15.9 -25.0 17.9 -28.0 20.2 -32.0

10.0 -11.0 10.0 -12.0 10.0 -13.0 10.0 -16.0 11.1 -18.0 12.8 -21.0 14.5 -24.0 16.4 -27.0 18.4 -31.1

10.0 -11.0 10.0 -12.0 10.0 -13.0 10.0 -15.0 10.0 -18.0 11.1 -20.0 12.7 -23.0 14.3 -26.0 16.0 -29.9

100

10.0 -10.0 10.0 -11.0 10.0 -12.0 10.0 -15.0 10.0 -17.0 9.9 -20.0 11.2 -22.0 12.6 -25.0 14.2 -29.0

10.0 -20.0 10.0 -22.0 10.0 -24.0 10.5 -29.0 12.2 -33.0 14.0 -38.0 15.9 -44.0 17.9 -49.0 20.2 -55.8

10.0 -19.0 10.0 -20.0 10.0 -22.0 10.0 -26.0 11.1 -31.0 12.8 -35.0 14.5 -40.0 16.4 -45.0 18.4 -51.2

10.0 -16.0 10.0 -18.0 10.0 -20.0 10.0 -23.0 10.0 -27.0 11.1 -31.0 12.7 -35.0 14.3 -40.0 16.0 -45.4

100

10.0 -15.0 10.0 -16.0 10.0 -18.0 10.0 -21.0 10.0 -24.0 9.9 -28.0 11.2 -32.0 12.6 -36.0 14.2 -40.9

10.0 -30.0 10.0 -33.0 10.0 -36.0 10.5 -43.0 12.2 -49.0 14.0 -57.0 15.9 -65.0 17.9 -73.0 20.2 -82.4

10.0 -28.0 10.0 -31.0 10.0 -34.0 10.0 -40.0 11.1 -46.0 12.8 -53.0 14.5 -60.0 16.4 -68.0 18.4 -77.0

10.0 -26.0 10.0 -28.0 10.0 -31.0 10.0 -36.0 10.0 -42.0 11.1 -48.0 12.7 -55.0 14.3 -62.0 16.0 -69.9

100

10.0 -24.0 10.0 -26.0 10.0 -28.0 10.0 -33.0 10.0 -39.0 9.9 -44.0 11.2 -51.0 12.6 -57.0 14.2 -64.6

11.9 -13.0 13.1 -14.0 14.2 -15.0 16.7 -18.0 19.4 -21.0 22.2 -24.0 25.3 -27.0 28.5 -31.0 32.0 -35.0

11.6 -12.0 12.7 -13.0 13.8 -14.0 16.2 -17.0 18.8 -20.0 21.6 -23.0 24.6 -26.0 27.7 -29.0 31.1 -33.2

11.2 -11.0 12.2 -12.0 13.3 -13.0 15.6 -16.0 18.1 -18.0 20.8 -21.0 23.6 -24.0 26.7 -27.0 29.9 -30.8

100

10.9 -10.0 11.9 -11.0 12.9 -12.0 15.1 -15.0 17.6 -17.0 20.2 -20.0 22.9 -22.0 25.9 -25.0 29.0 -29.0

11.9 -15.0 13.1 -16.0 14.2 -18.0 16.7 -21.0 19.4 -24.0 22.2 -28.0 25.3 -32.0 28.5 -36.0 32.0 -40.9

11.6 -14.0 12.7 -16.0 13.8 -17.0 16.2 -20.0 18.8 -23.0 21.6 -27.0 24.6 -30.0 27.7 -34.0 31.1 -39.1

11.2 -13.0 12.2 -15.0 13.3 -16.0 15.6 -19.0 18.1 -22.0 20.8 -25.0 23.6 -29.0 26.7 -32.0 29.9 -36.8

100

10.9 -13.0 11.9 -14.0 12.9 -15.0 15.1 -18.0 17.6 -21.0 20.2 -24.0 22.9 -27.0 25.9 -31.0 29.0 -35.0

11.9 -15.0 13.1 -16.0 14.2 -18.0 16.7 -21.0 19.4 -24.0 22.2 -28.0 25.3 -32.0 28.5 -36.0 32.0 -40.9

11.6 -14.0 12.7 -16.0 13.8 -17.0 16.2 -20.0 18.8 -23.0 21.6 -27.0 24.6 -30.0 27.7 -34.0 31.1 -39.1

11.2 -13.0 12.2 -15.0 13.3 -16.0 15.6 -19.0 18.1 -22.0 20.8 -25.0 23.6 -29.0 26.7 -32.0 29.9 -36.8

100

10.9 -13.0 11.9 -14.0 12.9 -15.0 15.1 -18.0 17.6 -21.0 20.2 -24.0 22.9 -27.0 25.9 -31.0 29.0 -35.0

13.1 -14.0 14.3 -15.0 15.5 -16.0 18.2 -19.0 21.2 -22.0 24.3 -26.0 27.7 -30.0 31.2 -33.0 35.0 -37.9

12.5 -13.0 13.6 -14.0 14.8 -16.0 17.4 -19.0 20.2 -22.0 23.2 -25.0 26.4 -28.0 29.7 -32.0 33.4 -36.4

11.7 -12.0 12.8 -14.0 13.9 -15.0 16.3 -17.0 19.0 -20.0 21.7 -23.0 24.7 -27.0 27.9 -30.0 31.3 -34.3

100

11.1 -12.0 12.1 -13.0 13.2 -14.0 15.5 -17.0 18.0 -19.0 20.6 -22.0 23.5 -25.0 26.5 -29.0 29.8 32.7

500

10.0 -10.0 10.6 -11.0 11.6 -12.0 13.6 -15.0 15.8 -17.0 18.1 -20.0 20.6 -22.0 23.2 -25.0 26.1 -29.0

13.1 -17.0 14.3 -19.0 15.5 -20.0 18.2 -24.0 21.2 -28.0 24.3 -32.0 27.7 -37.0 31.2 -41.0 35.0 -46.8

12.5 -16.0 13.6 -17.0 14.8 -19.0 17.4 -22.0 20.2 -26.0 23.2 -30.0 26.4 -34.0 29.7 -39.0 33.4 -43.7

11.7 -14.0 12.8 -16.0 13.9 -17.0 16.3 -20.0 19.0 -23.0 21.7 -27.0 24.7 -31.0 27.9 -35.0 31.3 -39.5

100

11.1 -13.0 12.1 -14.0 13.2 -16.0 15.5 -19.0 18.0 -22.0 20.6 -25.0 23.5 -28.0 26.5 -32.0 29.8 -36.4

500

10.0 -10.0 10.6 -11.0 11.6 -12.0 13.6 -15.0 15.8 -17.0 18.1 -20.0 20.6 -22.0 23.2 -25.0 26.1 -29.0

Roof > 27 to 45 degrees

Wall

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa. a. The effective wind area shall be equal to the span length multiplied by an effective width. This width shall be permitted to be not less than one-third the span
length. For cladding fasteners, the effective wind area shall not be greater than the area that is tributary to an individual fastener. b. For effective areas between those given, the load shall be interpolated or the load associated with the lower effective area shall be used. c. Table values shall be adjusted for height and exposure by multiplying by the adjustment coefficient in Table R301.2(3). d. See Figure R301.2(7) for location of zones. e. Plus and minus signs signify pressures acting toward and away from the building surfaces.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

TABLE R301.2(3) HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE R301.2(2)

EXPOSURE

MEAN ROOF HEIGHT

1.00

1.21

1.47

1.00

1.29

1.55

1.00

1.35

1.61

1.00

1.40

1.66

1.05

1.45

1.70

1.09

1.49

1.74

1.12

1.53

1.78

1.16

1.56

1.81

1.19

1.59

1.84

1.22

1.62

1.87

For SI: °C = [(°F)-32]/1.8.
FIGURE R301.2(1) ISOLINES OF THE 971/2 -PERCENT WINTER (DECEMBER, JANUARY AND FEBRUARY) DESIGN TEMPERATURES (°F)

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

FIGURE R301.2(2) SEISMIC DESIGN CATEGORIES--SITE CLASS D
(continued)

Map prepared by U.S. Geological Survey in collaboration with the Federal Emergency Management Agency (FEMA) funded Building Seismic Safety Council's (BSSC) Code Resource Support Committee (CRSC).

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

2015 INTERNATIONAL RESIDENTIAL CODE®

161° 23°

160°

159°

158°

157°

156°

155°

154 °

23°

REFERENCES

Building Seismic Safety Council, 2009, NEHRP Recommended Provisions for Seismic Regulations for

New Buildings and Other Structures: FEMA P750/2009 Edition, Federal Emergency Management

Agency, Washington, DC

Huang, Yin-Nan, Whittaker, A.S., and Luco, Nicolas, 2008, Maximum spectral demands in the near-fault

region, Earthquake Spectra Volume 24, Issue 1, pp. 319-341.

Klein, F., Frankel, A., Mueller, C., Wesson, R., and Okubo, P., 2001, Seismic Hazard in Hawaii: High

Rate of Large Earthquakes and Probabilistic Ground Motion Maps, Bulletin of the Seismological

Society of America, v. 91, pp. 479-498.

Klein, F., Frankel, A., Mueller, C., Wesson, R., and Okubo, P., 2000, Seismic Hazard Maps for Hawaii:

U.S. Geological Survey Miscellaneous Investigations Series I-2724, 2 sheets, scale 1:2,000,000

Luco, Nicolas, Ellingwood, B.R., Hamburger, R.O., Hooper, J.D., Kimball, J.K., and Kircher, C.A., 2007,

22°

Risk-Targeted versus Current Seismic Design Maps for the Conterminous United States, Structural Engineers Association of California 2007 Convention Proceedings, pp. 163-175.

22°

Map prepared by U.S. Geological Survey in collaboration with the Federal Emergency Management Agency (FEMA)-funded Building Seismic Safety Council's (BSSC) Code Resource Support Committee (CRSC).

17 33 50

21°

BUILDING PLANNING 125

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Explanation

%g
20°

125

19°

Seismic Design Category
E D2 D1 D0 C B A

18°

161°

160°

159°

83
20°

125
19°

158°

157°

156°

FIGURE R301.2(2)--continued SEISMIC DESIGN CATEGORIES--SITE CLASS D

50 50

100 MILES 100 KILOMETERS

18°

155°

154 °

BUILDING PLANNING

FIGURE R301.2(2)--continued SEISMIC DESIGN CATEGORIES--SITE CLASS D

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

FIGURE R301.2(2)--continued SEISMIC DESIGN CATEGORIES--SITE CLASS D

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

FIGURE R301.2(2)--continued SEISMIC DESIGN CATEGORIES--SITE CLASS D

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

a. Alaska and Hawaii are classified as severe and negligible, respectively. b. Lines defining areas are approximate only. Local conditions may be more or less severe than indicated by region classification. A severe classification is where weather conditions result in significant
snowfall combined with extended periods during which there is little or no natural thawing causing deicing salts to be used extensively.
FIGURE R301.2(3) WEATHERING PROBABILITY MAP FOR CONCRETEa, b

BUILDING PLANNING

FIGURE R301.2(4)A ULTIMATE DESIGN WIND SPEEDS

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

FIGURE R301.2(4)B REGIONS WHERE WIND DESIGN IS REQUIRED

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile = 1.61 km. a. In CS areas, site-specific Case Studies are required to establish ground snow loads. Extreme local
variations in ground snow loads in these areas preclude mapping at this scale. b. Numbers in parentheses represent the upper elevation limits in feet for the ground snow load values
presented below. Site-specific case studies are required to establish ground snow loads at elevations not covered.

FIGURE R301.2(5) GROUND SNOW LOADS, Pg, FOR THE UNITED STATES (lb/ft2)
(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
FIGURE R301.2(5)--continued GROUND SNOW LOADS, Pg, FOR THE UNITED STATES (lb/ft2)

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

Note: Lines defining areas are approximate only. Local conditions may be more or less severe than indicated by the region classification. FIGURE R301.2(6)
TERMITE INFESTATION PROBABILITY MAP

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALLS

5h a

a 32

a 23

GABLE ROOFS 7°

h
7°

BUILDING PLANNING

a a

3 2 33 2 3
2 1 22 1 2
3 2 33 2 3 GABLE ROOFS
7° < 45°

h
7° < 45°

212

2 1a 2 2 a1 2

212

HIP ROOFS 7° < 27°

h
7° < 27°

For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad. Note: a = 4 feet in all cases.
FIGURE R301.2(7) COMPONENT AND CLADDING PRESSURE ZONES

R301.2.1.2.1 Application of ASTM E 1996. The text of Section 2.2 of ASTM E 1996 shall be substituted as follows:
2.2 ASCE Standard:
ASCE 7-10 American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures
The text of Section 6.2.2 of ASTM E 1996 shall be substituted as follows:
6.2.2 Unless otherwise specified, select the wind zone based on the ultimate design wind speed, Vult, as follows: 6.2.2.1 Wind Zone 1130 mph ultimate design wind speed, Vult < 140 mph.
6.2.2.2 Wind Zone 2140 mph ultimate design wind speed, Vult < 150 mph at greater than 1 mile (1.6 km) from the coastline. The coastline shall be measured from the mean high water mark.
6.2.2.3 Wind Zone 3150 mph (58 m/s) ultimate design wind speed, Vult 170 mph (76 m/s), or 140 mph (54 m/s) ultimate design wind speed, Vult 170 mph (76 m/s) and within 1 mile (1.6 km) of the coastline. The coastline shall be measured from the mean high water mark.

6.2.2.4 Wind Zone 4ultimate design wind speed, Vult > 170 mph (76 m/s).

TABLE R301.2.1.2 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE FOR WOOD STRUCTURAL PANELSa, b, c, d

FASTENER SPACING (inches)a, b

FASTENER TYPE

Panel
span
4 feet

4 feet <

6 feet <

panel span panel span

6 feet

8 feet

No. 8 wood screw based

anchor with 2-inch embedment 16

length

No. 10 wood screw based

anchor with 2-inch embedment 16

length

1/4-inch lag screw based anchor with 2-inch embedment length

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N, 1 mile per hour = 0.447 m/s.
a. This table is based on 180 mph ultimate design wind speeds, Vult, and a 33foot mean roof height.
b. Fasteners shall be installed at opposing ends of the wood structural panel. Fasteners shall be located not less than 1 inch from the edge of the panel.
c. Anchors shall penetrate through the exterior wall covering with an embedment length of not less than 2 inches into the building frame. Fasteners shall be located not less than 21/2 inches from the edge of concrete block or concrete.
d. Panels attached to masonry or masonry/stucco shall be attached using vibration-resistant anchors having an ultimate withdrawal capacity of not less than 1,500 pounds.

TABLE R301.2.1.3 WIND SPEED CONVERSIONSa

Vult

110

115

120

130

140

150

160

170

180

190

200

Vasd

101

108

116

124

132

139

147

155

For SI: 1 mile per hour = 0.447 m/s. a. Linear interpolation is permitted.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING
R301.2.1.3 Wind speed conversion. Where referenced documents are based on nominal design wind speeds and do not provide the means for conversion between ultimate design wind speeds and nominal design wind speeds, the ultimate design wind speeds, Vult, of Figure R301.2(4)A shall be converted to nominal design wind speeds, Vasd, using Table R301.2.1.3.
R301.2.1.4 Exposure category. For each wind direction considered, an exposure category that adequately reflects the characteristics of ground surface irregularities shall be determined for the site at which the building or structure is to be constructed. For a site located in the transition zone between categories, the category resulting in the largest wind forces shall apply. Account shall be taken of variations in ground surface roughness that arise from natural topography and vegetation as well as from constructed features. For a site where multiple detached one- and two-family dwellings, townhouses or other structures are to be constructed as part of a subdivision or master-planned community, or are otherwise designated as a developed area by the authority having jurisdiction, the exposure category for an individual structure shall be based upon the site conditions that will exist at the time when all adjacent structures on the site have been constructed, provided that their construction is expected to begin within one year of the start of construction for the structure for which the exposure category is determined. For any given wind direction, the exposure in which a specific building or other structure is sited shall be assessed as being one of the following categories:
1. Exposure B. Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of singlefamily dwellings or larger. Exposure B shall be assumed unless the site meets the definition of another type exposure.
2. Exposure C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights generally less than 30 feet (9144 mm) extending more than 1,500 feet (457 m) from the building site in any quadrant. This exposure shall also apply to any building located within Exposure B type terrain where the building is directly adjacent to open areas of Exposure C type terrain in any quadrant for a distance of more than 600 feet (183 m). This category includes flat, open country and grasslands.
3. Exposure D. Flat, unobstructed areas exposed to wind flowing over open water, smooth mud flats, salt flats and unbroken ice for a distance of not less than 5,000 feet (1524 m). This exposure shall apply only to those buildings and other structures exposed to the wind coming from over the unob-

structed area. Exposure D extends downwind from the edge of the unobstructed area a distance of 600 feet (183 m) or 20 times the height of the building or structure, whichever is greater.
R301.2.1.5 Topographic wind effects. In areas designated in Table R301.2(1) as having local historical data documenting structural damage to buildings caused by wind speed-up at isolated hills, ridges and escarpments that are abrupt changes from the general topography of the area, topographic wind effects shall be considered in the design of the building in accordance with Section R301.2.1.5.1 or in accordance with the provisions of ASCE 7. See Figure R301.2.1.5.1(1) for topographic features for wind speed-up effect.
In these designated areas, topographic wind effects shall apply only to buildings sited on the top half of an isolated hill, ridge or escarpment where all of the following conditions exist:
1. The average slope of the top half of the hill, ridge or escarpment is 10 percent or greater.
2. The hill, ridge or escarpment is 60 feet (18 288 mm) or greater in height for Exposure B, 30 feet (9144 mm) or greater in height for Exposure C, and 15 feet (4572 mm) or greater in height for Exposure D.
3. The hill, ridge or escarpment is isolated or unobstructed by other topographic features of similar height in the upwind direction for a distance measured from its high point of 100 times its height or 2 miles (3.2 km), whichever is less. See Figure R301.2.1.5.1(3) for upwind obstruction.
4. The hill, ridge or escarpment protrudes by a factor of two or more above the height of other upwind topographic features located in any quadrant within a radius of 2 miles (3.2 km) measured from its high point.
R301.2.1.5.1 Simplified topographic wind speedup method. As an alternative to the ASCE 7 topographic wind provisions, the provisions of Section R301.2.1.5.1 shall be permitted to be used to design for wind speed-up effects, where required by Section R301.2.1.5.
Structures located on the top half of isolated hills, ridges or escarpments meeting the conditions of Section R301.2.1.5 shall be designed for an increased basic wind speed as determined by Table R301.2.1.5.1. On the high side of an escarpment, the increased basic wind speed shall extend horizontally downwind from the edge of the escarpment 1.5 times the horizontal length of the upwind slope (1.5L) or 6 times the height of the escarpment (6H), whichever is greater. See Figure R301.2.1.5.1(2) for where wind speed increase is applied.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

TABLE R301.2.1.5.1 ULTIMATE DESIGN WIND SPEED MODIFICATION FOR TOPOGRAPHIC WIND EFFECTa, b

ULTIMATE DESIGN

WIND SPEED FROM FIGURE R301.2(4)A

0.10

(mph)

AVERAGE SLOPE OF THE TOP HALF OF HILL, RIDGE OR ESCARPMENT (percent)

0.125

0.15

0.175

0.20

0.23

0.25

Required ultimate design wind speed-up, modified for topographic wind speed-up (mph)

110

132

137

142

147

152

158

162

115

138

143

148

154

159

165

169

120

144

149

155

160

166

172

176

130

156

162

168

174

179

N/A

140

168

174

181

N/A

150

180

N/A

For SI: 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm. a. Table applies to a feature height of 500 feet or less and dwellings sited a distance equal or greater than half the feature height. b. Where the ultimate design wind speed as modified by Table R301.2.1.5.1 equals or exceeds 140 miles per hour, the building shall be considered as "wind
design required" in accordance with Section R301.2.1.1.

H/2

L = 2Lh

ESCARPMENT

RIDGE OR HILL

Note: H/2 determines the measurement point for Lh. L is twice Lh.
FIGURE R301.2.1.5.1(1) TOPOGRAPHIC FEATURES FOR WIND SPEED-UP EFFECT

APPLY INCREASED WIND SPEED TO TOP HALF OF HILL OR RIDGE
Lh

GREATER OF 1.5L OR 6H

H/2

HILL OR RIDGE

ESCARPMENT

FIGURE R301.2.1.5.1(2) ILLUSTRATION OF WHERE ON A TOPOGRAPHIC FEATURE, WIND SPEED INCREASE IS APPLIED

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING
CHECK FOR OBSTRUCTION IN ACCORDANCE WITH SECTION R301.2.1.5 IF DISTANCE IS LESS THAN 100 H, OR 2 MILES

UPWIND TOPOGRAPHIC FEATURE

ESCARPMENT H
RIDGE OR HILL

FIGURE R301.2.1.5.1(3) UPWIND OBSTRUCTION

R301.2.2 Seismic provisions. The seismic provisions of this code shall apply as follows:
1. Townhouses in Seismic Design Categories C, D0, D1 and D2.
2. Detached one- and two-family dwellings in Seismic Design Categories, D0, D1 and D2.
R301.2.2.1 Determination of seismic design category. Buildings shall be assigned a seismic design category in accordance with Figure R301.2(2).
R301.2.2.1.1 Alternate determination of seismic design category. The seismic design categories and corresponding short-period design spectral response accelerations, SDS shown in Figure R301.2(2) are based on soil Site Class D, as defined in Section 1613.3.2 of the International Building Code. If soil conditions are other than Site Class D, the shortperiod design spectral response accelerations, SDS, for a site can be determined in accordance with Section 1613.3 of the International Building Code. The value of SDS determined in accordance with Section 1613.3 of the International Building Code is permitted to be used to set the seismic design category in accordance with Table R301.2.2.1.1, and to interpolate between values in Tables R602.10.3(3), R603.9.2(1) and other seismic design requirements of this code.
TABLE R301.2.2.1.1 SEISMIC DESIGN CATEGORY DETERMINATION

CALCULATED SDS
SDS 0.17g 0.17g < SDS 0.33g 0.33g < SDS 0.50g 0.50g < SDS 0.67g 0.67g < SDS 0.83g 0.83g < SDS 1.25g
1.25g < SDS

SEISMIC DESIGN CATEGORY
A B C D0 D1 D2 E

R301.2.2.1.2 Alternative determination of Seismic Design Category E. Buildings located in Seismic Design Category E in accordance with Figure

R301.2(2) are permitted to be reclassified as being in Seismic Design Category D2 provided that one of the following is done:
1. A more detailed evaluation of the seismic design category is made in accordance with the provisions and maps of the International Building Code. Buildings located in Seismic Design Category E in accordance with Table R301.2.2.1.1, but located in Seismic Design Category D in accordance with the International Building Code, shall be permitted to be designed using the Seismic Design Category D2 requirements of this code.
2. Buildings located in Seismic Design Category E that conform to the following additional restrictions are permitted to be constructed in accordance with the provisions for Seismic Design Category D2 of this code: 2.1. All exterior shear wall lines or braced wall panels are in one plane vertically from the foundation to the uppermost story.
2.2. Floors shall not cantilever past the exterior walls.
2.3. The building is within the requirements of Section R301.2.2.2.5 for being considered as regular.
R301.2.2.2 Seismic Design Category C. Structures assigned to Seismic Design Category C shall conform to the requirements of this section.
R301.2.2.2.1 Weights of materials. Average dead loads shall not exceed 15 pounds per square foot (720 Pa) for the combined roof and ceiling assemblies (on a horizontal projection) or 10 pounds per square foot (480 Pa) for floor assemblies, except as further limited by Section R301.2.2. Dead loads for walls above grade shall not exceed:
1. Fifteen pounds per square foot (720 Pa) for exterior light-frame wood walls.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

2. Fourteen pounds per square foot (670 Pa) for exterior light-frame cold-formed steel walls.

3. Ten pounds per square foot (480 Pa) for interior light-frame wood walls.

4. Five pounds per square foot (240 Pa) for interior light-frame cold-formed steel walls.

5. Eighty pounds per square foot (3830 Pa) for 8inch-thick (203 mm) masonry walls.

6. Eighty-five pounds per square foot (4070 Pa) for 6-inch-thick (152 mm) concrete walls.

7. Ten pounds per square foot (480 Pa) for SIP walls.

Exceptions:

1. Roof and ceiling dead loads not exceeding 25 pounds per square foot (1190 Pa) shall be permitted provided that the wall bracing amounts in Section R602.10.3 are increased in accordance with Table R602.10.3(4).

2. Light-frame walls with stone or masonry veneer shall be permitted in accordance with the provisions of Sections R702.1 and R703.

3. Fireplaces and chimneys shall be permitted

in accordance with Chapter 10.

R301.2.2.2.2 Stone and masonry veneer.

Anchored stone and masonry veneer shall comply

with the requirements of Sections R702.1 and R703.

R301.2.2.2.3 Masonry construction. Masonry construction shall comply with the requirements of Section R606.12.

R301.2.2.2.4 Concrete construction. Detached one- and two-family dwellings with exterior abovegrade concrete walls shall comply with the requirements of Section R608, PCA 100 or shall be designed in accordance with ACI 318. Townhouses with above-grade exterior concrete walls shall comply with the requirements of PCA 100 or shall be designed in accordance with ACI 318.

R301.2.2.2.5 Irregular buildings. The seismic provisions of this code shall not be used for irregular structures located in Seismic Design Categories C, D0, D1 and D2. Irregular portions of structures shall be designed in accordance with accepted engineering practice to the extent the irregular features affect the performance of the remaining structural system. Where the forces associated with the irregularity are resisted by a structural system designed in accordance with accepted engineering practice, design of the remainder of the building shall be permitted using the provisions of this code. A building or portion of a building shall be considered to be irregular where one or more of the following conditions occur:

1. Where exterior shear wall lines or braced wall panels are not in one plane vertically from the

foundation to the uppermost story in which they are required.
Exception: For wood light-frame construction, floors with cantilevers or setbacks not exceeding four times the nominal depth of the wood floor joists are permitted to support braced wall panels that are out of plane with braced wall panels below provided that:
1. Floor joists are nominal 2 inches by 10 inches (51 mm by 254 mm) or larger and spaced not more than 16 inches (406 mm) on center.
2. The ratio of the back span to the cantilever is not less than 2 to 1.
3. Floor joists at ends of braced wall panels are doubled.
4. For wood-frame construction, a continuous rim joist is connected to ends of cantilever joists. When spliced, the rim joists shall be spliced using a galvanized metal tie not less than 0.058 inch (1.5 mm) (16 gage) and 11/2 inches (38 mm) wide fastened with six 16d nails on each side of the splice or a block of the same size as the rim joist of sufficient length to fit securely between the joist space at which the splice occurs fastened with eight 16d nails on each side of the splice; and
5. Gravity loads carried at the end of cantilevered joists are limited to uniform wall and roof loads and the reactions from headers having a span of 8 feet (2438 mm) or less.
2. Where a section of floor or roof is not laterally supported by shear walls or braced wall lines on all edges.
Exception: Portions of floors that do not support shear walls or braced wall panels above, or roofs, shall be permitted to extend not more than 6 feet (1829 mm) beyond a shear wall or braced wall line.
3. Where the end of a braced wall panel occurs over an opening in the wall below and ends at a horizontal distance greater than 1 foot (305 mm) from the edge of the opening. This provision is applicable to shear walls and braced wall panels offset in plane and to braced wall panels offset out of plane as permitted by the exception to Item 1.
Exception: For wood light-frame wall construction, one end of a braced wall panel shall be permitted to extend more than 1

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

foot (305 mm) over an opening not more than 8 feet (2438 mm) in width in the wall below provided that the opening includes a header in accordance with the following:
1. The building width, loading condition and framing member species limitations of Table R602.7(1) shall apply; and
2. Not less than one 2 × 12 or two 2 × 10 for an opening not more than 4 feet (1219 mm) wide; or
3. Not less than two 2 × 12 or three 2 × 10 for an opening not more than 6 feet (1829 mm) in width; or
4. Not less than three 2 × 12 or four 2 × 10 for an opening not more than 8 feet (2438 mm) in width; and
5. The entire length of the braced wall panel does not occur over an opening in the wall below.
4. Where an opening in a floor or roof exceeds the lesser of 12 feet (3658 mm) or 50 percent of the least floor or roof dimension.
5. Where portions of a floor level are vertically offset.
Exceptions:
1. Framing supported directly by continuous foundations at the perimeter of the building.
2. For wood light-frame construction, floors shall be permitted to be vertically offset when the floor framing is lapped or tied together as required by Section R502.6.1.
6. Where shear walls and braced wall lines do not occur in two perpendicular directions.
7. Where stories above grade plane partially or completely braced by wood wall framing in accordance with Section R602 or cold-formed steel wall framing in accordance with Section R603 include masonry or concrete construction. Where this irregularity applies, the entire story shall be designed in accordance with accepted engineering practice.
Exception: Fireplaces, chimneys and masonry veneer as permitted by this code.
R301.2.2.3 Seismic Design Categories D0, D1 and D2. Structures assigned to Seismic Design Categories D0, D1 and D2 shall conform to the requirements for Seis-

mic Design Category C and the additional requirements of this section.
R301.2.2.3.1 Height limitations. Wood-framed buildings shall be limited to three stories above grade plane or the limits given in Table R602.10.3(3). Cold-formed, steel-framed buildings shall be limited to less than or equal to three stories above grade plane in accordance with AISI S230. Mezzanines as defined in Section R202 that comply with Section R325 shall not be considered as stories. Structural insulated panel buildings shall be limited to two stories above grade plane.
R301.2.2.3.2 Stone and masonry veneer. Anchored stone and masonry veneer shall comply with the requirements of Sections R702.1 and R703.
R301.2.2.3.3 Masonry construction. Masonry construction in Seismic Design Categories D0 and D1 shall comply with the requirements of Section R606.12.1. Masonry construction in Seismic Design Category D2 shall comply with the requirements of Section R606.12.4.
R301.2.2.3.4 Concrete construction. Buildings with exterior above-grade concrete walls shall comply with PCA 100 or shall be designed in accordance with ACI 318.
R301.2.2.3.5 Cold-formed steel framing in Seismic Design Categories D0, D1 and D2. In Seismic Design Categories D0, D1 and D2 in addition to the requirements of this code, cold-formed steel framing shall comply with the requirements of AISI S230.
R301.2.2.3.6 Masonry chimneys. Masonry chimneys shall be reinforced and anchored to the building in accordance with Sections R1003.3 and R1003.4.
R301.2.2.3.7 Anchorage of water heaters. Water heaters shall be anchored against movement and overturning in accordance with Section M1307.2.
R301.2.2.4 Seismic Design Category E. Buildings in Seismic Design Category E shall be designed to resist seismic loads in accordance with the International Building Code, except where the seismic design category is reclassified to a lower seismic design category in accordance with Section R301.2.2.1. Components of buildings not required to be designed to resist seismic loads shall be constructed in accordance with the provisions of this code.
R301.2.3 Snow loads. Wood-framed construction, coldformed, steel-framed construction and masonry and concrete construction, and structural insulated panel construction in regions with ground snow loads 70 pounds per square foot (3.35 kPa) or less, shall be in accordance with Chapters 5, 6 and 8. Buildings in regions with ground snow loads greater than 70 pounds per square foot (3.35 kPa) shall be designed in accordance with accepted engineering practice.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

R301.2.4 Floodplain construction. Buildings and structures constructed in whole or in part in flood hazard areas (including A or V Zones) as established in Table R301.2(1), and substantial improvement and restoration of substantial damage of buildings and structures in flood hazard areas, shall be designed and constructed in accordance with Section R322. Buildings and structures that are located in more than one flood hazard area shall comply with the provisions associated with the most restrictive flood hazard area. Buildings and structures located in whole or in part in identified floodways shall be designed and constructed in accordance with ASCE 24.

R301.2.4.1 Alternative provisions. As an alternative to the requirements in Section R322, ASCE 24 is permitted subject to the limitations of this code and the limitations therein.

R301.3 Story height. The wind and seismic provisions of this code shall apply to buildings with story heights not exceeding the following:

1. For wood wall framing, the story height shall not

exceed 11 feet 7 inches (3531 mm) and the laterally

unsupported bearing wall stud height permitted by

Table R602.3(5).

2. For cold-formed steel wall framing, the story height

shall be not more than 11 feet 7 inches (3531 mm) and

the unsupported bearing wall stud height shall be not

more than 10 feet (3048 mm).

3. For masonry walls, the story height shall be not more than 13 feet 7 inches (4140 mm) and the bearing wall clear height shall be not greater than 12 feet (3658 mm).

Exception: An additional 8 feet (2438 mm) of bearing wall clear height is permitted for gable end walls.

4. For insulating concrete form walls, the maximum story height shall not exceed 11 feet 7 inches (3531 mm) and the maximum unsupported wall height per story as permitted by Section R608 tables shall not exceed 10 feet (3048 mm).

5. For structural insulated panel (SIP) walls, the story height shall be not greater than 11 feet 7 inches (3531 mm) and the bearing wall height per story as permitted by Section R610 tables shall not exceed 10 feet (3048 mm).

Individual walls or wall studs shall be permitted to exceed these limits as permitted by Chapter 6 provisions, provided that story heights are not exceeded. An engineered design shall be provided for the wall or wall framing members where the limits of Chapter 6 are exceeded. Where the story height limits of this section are exceeded, the design of the building, or the noncompliant portions thereof, to resist wind and seismic loads shall be in accordance with the International Building Code.

R301.4 Dead load. The actual weights of materials and construction shall be used for determining dead load with consideration for the dead load of fixed service equipment.

R301.5 Live load. The minimum uniformly distributed live load shall be as provided in Table R301.5.

TABLE R301.5 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS
(in pounds per square foot)

USE

LIVE LOAD

Uninhabitable attics without storageb

Uninhabitable attics with limited storageb, g

Habitable attics and attics served with fixed stairs

Balconies (exterior) and deckse

Fire escapes

Guards and handrailsd

200h

Guard in-fill componentsf

50h

Passenger vehicle garagesa

50a

Rooms other than sleeping rooms

Sleeping rooms

Stairs

40c

For SI: 1 pound per square foot = 0.0479 kPa, 1 square inch = 645 mm2, 1 pound = 4.45 N.
a. Elevated garage floors shall be capable of supporting a 2,000-pound load applied over a 20-square-inch area.
b. Uninhabitable attics without storage are those where the clear height between joists and rafters is not more than 42 inches, or where there are not two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses. This live load need not be assumed to act concurrently with any other live load requirements.
c. Individual stair treads shall be designed for the uniformly distributed live load or a 300-pound concentrated load acting over an area of 4 square inches, whichever produces the greater stresses.
d. A single concentrated load applied in any direction at any point along the top.
e. See Section R507.1 for decks attached to exterior walls. f. Guard in-fill components (all those except the handrail), balusters and
panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds on an area equal to 1 square foot. This load need not be assumed to act concurrently with any other live load requirement. g. Uninhabitable attics with limited storage are those where the clear height between joists and rafters is not greater than 42 inches, or where there are two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses.
The live load need only be applied to those portions of the joists or truss bottom chords where all of the following conditions are met:
1. The attic area is accessible from an opening not less than 20 inches in width by 30 inches in length that is located where the clear height in the attic is not less than 30 inches.
2. The slopes of the joists or truss bottom chords are not greater than 2 inches vertical to 12 units horizontal.
3. Required insulation depth is less than the joist or truss bottom chord member depth.
The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not less than 10 pounds per square foot. h. Glazing used in handrail assemblies and guards shall be designed with a safety factor of 4. The safety factor shall be applied to each of the concentrated loads applied to the top of the rail, and to the load on the infill components. These loads shall be determined independent of one another, and loads are assumed not to occur with any other live load.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

R301.6 Roof load. The roof shall be designed for the live load indicated in Table R301.6 or the snow load indicated in Table R301.2(1), whichever is greater.

TABLE R301.6 MINIMUM ROOF LIVE LOADS IN POUNDS-FORCE PER SQUARE
FOOT OF HORIZONTAL PROJECTION

ROOF SLOPE

TRIBUTARY LOADED AREA IN SQUARE FEET FOR ANY STRUCTURAL MEMBER

0 to 200 201 to 600 Over 600

Flat or rise less than 4 inches per foot (1:3)

Rise 4 inches per foot (1:3) to less than 12 inches per foot (1:1)

Rise 12 inches per foot (1:1) and greater

For SI: 1 square foot = 0.0929 m2, 1 pound per square foot = 0.0479 kPa, 1 inch per foot = 83.3 mm/m.

R301.7 Deflection. The allowable deflection of any structural member under the live load listed in Sections R301.5 and R301.6 or wind loads determined by Section R301.2.1 shall not exceed the values in Table R301.7.

TABLE R301.7 ALLOWABLE DEFLECTION OF STRUCTURAL MEMBERSb, c

STRUCTURAL MEMBER

ALLOWABLE DEFLECTION

Rafters having slopes greater than 3:12 with finished ceiling not attached to rafters

L/180

Interior walls and partitions

H/180

Floors

L/360

Ceilings with brittle finishes (including plaster and stucco)

L/360

Ceilings with flexible finishes (including gypsum board)

L/240

All other structural members Exterior walls--wind loadsa with plaster or
stucco finish

L/240 H/360

Exterior walls--wind loadsa with other brittle finishes
Exterior walls--wind loadsa with flexible finishes Lintels supporting masonry veneer wallse

H/240
H/120d L/600

Note: L = span length, H = span height.
a. For the purpose of the determining deflection limits herein, the wind load shall be permitted to be taken as 0.7 times the component and cladding (ASD) loads obtained from Table R301.2(2).
b For cantilever members, L shall be taken as twice the length of the cantilever.
c. For aluminum structural members or panels used in roofs or walls of sunroom additions or patio covers, not supporting edge of glass or sandwich panels, the total load deflection shall not exceed L/60. For continuous aluminum structural members supporting edge of glass, the total load deflection shall not exceed L/175 for each glass lite or L/60 for the entire length of the member, whichever is more stringent. For sandwich panels used in roofs or walls of sunroom additions or patio covers, the total load deflection shall not exceed L/120.
d. Deflection for exterior walls with interior gypsum board finish shall be limited to an allowable deflection of H/180.
e. Refer to Section R703.8.2.

R301.8 Nominal sizes. For the purposes of this code, dimensions of lumber specified shall be deemed to be nominal dimensions unless specifically designated as actual dimensions.
SECTION R302 FIRE-RESISTANT CONSTRUCTION
R302.1 Exterior walls. Construction, projections, openings and penetrations of exterior walls of dwellings and accessory buildings shall comply with Table R302.1(1); or dwellings equipped throughout with an automatic sprinkler system installed in accordance with Section P2904 shall comply with Table R302.1(2).
Exceptions:
1. Walls, projections, openings or penetrations in walls perpendicular to the line used to determine the fire separation distance.
2. Walls of dwellings and accessory structures located on the same lot.
3. Detached tool sheds and storage sheds, playhouses and similar structures exempted from permits are not required to provide wall protection based on location on the lot. Projections beyond the exterior wall shall not extend over the lot line.
4. Detached garages accessory to a dwelling located within 2 feet (610 mm) of a lot line are permitted to have roof eave projections not exceeding 4 inches (102 mm).
5. Foundation vents installed in compliance with this code are permitted.
R302.2 Townhouses. Common walls separating townhouses shall be assigned a fire-resistance rating in accordance with Section R302.2, Item 1 or 2. The common wall shared by two townhouses shall be constructed without plumbing or mechanical equipment, ducts or vents in the cavity of the common wall. The wall shall be rated for fire exposure from both sides and shall extend to and be tight against exterior walls and the underside of the roof sheathing. Electrical installations shall be in accordance with Chapters 34 through 43. Penetrations of the membrane of common walls for electrical outlet boxes shall be in accordance with Section R302.4.
1. Where a fire sprinkler system in accordance with Section P2904 is provided, the common wall shall be not less than a 1-hour fire-resistance-rated wall assembly tested in accordance with ASTM E 119 or UL 263.
2. Where a fire sprinkler system in accordance with Section P2904 is not provided, the common wall shall be not less than a 2-hour fire-resistance-rated wall assembly tested in accordance with ASTM E 119 or UL 263.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

EXTERIOR WALL ELEMENT

Walls Projections Openings in walls

Fire-resistance rated
Not fire-resistance rated Not allowed
Fire-resistance rated Not fire-resistance rated
Not allowed 25% maximum of wall area
Unlimited

Penetrations

All

TABLE R302.1(1) EXTERIOR WALLS
MINIMUM FIRE-RESISTANCE RATING
1 hour--tested in accordance with ASTM E 119 or UL 263 with exposure from both sides 0 hours
N/A 1 hour on the undersidea, b
0 hours
N/A
0 hours
0 hours
Comply with Section R302.4
None required

MINIMUM FIRE SEPARATION DISTANCE
< 5 feet
5 feet < 2 feet 2 feet to < 5 feet 5 feet < 3 feet 3 feet 5 feet < 3 feet 3 feet

For SI: 1 foot = 304.8 mm. N/A = Not Applicable. a. Roof eave fire-resistance rating shall be permitted to be reduced to 0 hours on the underside of the eave if fireblocking is provided from the wall top plate to
the underside of the roof sheathing. b. Roof eave fire-resistance rating shall be permitted to be reduced to 0 hours on the underside of the eave provided that gable vent openings are not installed.

TABLE R302.1(2) EXTERIOR WALLS--DWELLINGS WITH FIRE SPRINKLERS

EXTERIOR WALL ELEMENT

MINIMUM FIRE-RESISTANCE RATING

Walls

Fire-resistance rated

1 hour--tested in accordance with ASTM E 119 or UL 263 with exposure from the outside

Not fire-resistance rated

0 hours

Not allowed

N/A

Projections

Fire-resistance rated

1 hour on the undersideb, c

Not fire-resistance rated

0 hours

Openings in walls

Not allowed Unlimited

N/A 0 hours

Penetrations

All

Comply with Section R302.4 None required

MINIMUM FIRE SEPARATION DISTANCE
0 feet
3 feeta < 2 feet 2 feeta 3 feet < 3 feet 3 feeta < 3 feet 3 feeta

For SI: 1 foot = 304.8 mm. N/A = Not Applicable a. For residential subdivisions where all dwellings are equipped throughout with an automatic sprinkler system installed in accordance with Section P2904, the
fire separation distance for nonrated exterior walls and rated projections shall be permitted to be reduced to 0 feet, and unlimited unprotected openings and penetrations shall be permitted, where the adjoining lot provides an open setback yard that is 6 feet or more in width on the opposite side of the property line. b. The roof eave fire-resistance rating shall be permitted to be reduced to 0 hours on the underside of the eave if fireblocking is provided from the wall top plate to the underside of the roof sheathing. c. The roof eave fire-resistance rating shall be permitted to be reduced to 0 hours on the underside of the eave provided that gable vent openings are not installed.

R302.2.1 Continuity. The fire-resistance-rated wall or assembly separating townhouses shall be continuous from the foundation to the underside of the roof sheathing, deck or slab. The fire-resistance rating shall extend the full length of the wall or assembly, including wall extensions through and separating attached enclosed accessory structures.
R302.2.2 Parapets for townhouses. Parapets constructed in accordance with Section R302.2.3 shall be constructed for townhouses as an extension of exterior walls or common walls in accordance with the following:
1. Where roof surfaces adjacent to the wall or walls are at the same elevation, the parapet shall extend not less than 30 inches (762 mm) above the roof surfaces.

2. Where roof surfaces adjacent to the wall or walls are at different elevations and the higher roof is not more than 30 inches (762 mm) above the lower roof, the parapet shall extend not less than 30 inches (762 mm) above the lower roof surface.
Exception: A parapet is not required in the preceding two cases where the roof covering complies with a minimum Class C rating as tested in accordance with ASTM E 108 or UL 790 and the roof decking or sheathing is of noncombustible materials or approved fire-retardant-treated wood for a distance of 4 feet (1219 mm) on each side of the wall or walls, or one layer of 5/8-inch (15.9 mm) Type X gypsum board is installed directly beneath

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

the roof decking or sheathing, supported by not less than nominal 2-inch (51 mm) ledgers attached to the sides of the roof framing members, for a distance of not less than 4 feet (1219 mm) on each side of the wall or walls and any openings or penetrations in the roof are not within 4 feet (1219 mm) of the common walls.
3. A parapet is not required where roof surfaces adjacent to the wall or walls are at different elevations and the higher roof is more than 30 inches (762 mm) above the lower roof. The common wall construction from the lower roof to the underside of the higher roof deck shall have not less than a 1-hour fire-resistance rating. The wall shall be rated for exposure from both sides.
R302.2.3 Parapet construction. Parapets shall have the same fire-resistance rating as that required for the supporting wall or walls. On any side adjacent to a roof surface, the parapet shall have noncombustible faces for the uppermost 18 inches (457 mm), to include counterflashing and coping materials. Where the roof slopes toward a parapet at slopes greater than 2 units vertical in 12 units horizontal (16.7-percent slope), the parapet shall extend to the same height as any portion of the roof within a distance of 3 feet (914 mm), and the height shall be not less than 30 inches (762 mm).
R302.2.4 Structural independence. Each individual townhouse shall be structurally independent.
Exceptions:
1. Foundations supporting exterior walls or common walls.
2. Structural roof and wall sheathing from each unit fastened to the common wall framing.
3. Nonstructural wall and roof coverings.
4. Flashing at termination of roof covering over common wall.
5. Townhouses separated by a common wall as provided in Section R302.2, Item 1 or 2.
R302.3 Two-family dwellings. Dwelling units in two-family dwellings shall be separated from each other by wall and floor assemblies having not less than a 1-hour fire-resistance rating where tested in accordance with ASTM E 119 or UL 263. Fire-resistance-rated floor/ceiling and wall assemblies shall extend to and be tight against the exterior wall, and wall assemblies shall extend from the foundation to the underside of the roof sheathing.
Exceptions:
1. A fire-resistance rating of 1/2 hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13.
2. Wall assemblies need not extend through attic spaces where the ceiling is protected by not less than 5/8-inch (15.9 mm) Type X gypsum board, an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings and the structural framing supporting

the ceiling is protected by not less than 1/2-inch (12.7 mm) gypsum board or equivalent.
R302.3.1 Supporting construction. Where floor assemblies are required to be fire-resistance rated by Section R302.3, the supporting construction of such assemblies shall have an equal or greater fire-resistance rating.
R302.4 Dwelling unit rated penetrations. Penetrations of wall or floor-ceiling assemblies required to be fire-resistance rated in accordance with Section R302.2 or R302.3 shall be protected in accordance with this section.
R302.4.1 Through penetrations. Through penetrations of fire-resistance-rated wall or floor assemblies shall comply with Section R302.4.1.1 or R302.4.1.2.
Exception: Where the penetrating items are steel, ferrous or copper pipes, tubes or conduits, the annular space shall be protected as follows:
1. In concrete or masonry wall or floor assemblies, concrete, grout or mortar shall be permitted where installed to the full thickness of the wall or floor assembly or the thickness required to maintain the fire-resistance rating, provided that both of the following are complied with:
1.1. The nominal diameter of the penetrating item is not more than 6 inches (152 mm).
1.2. The area of the opening through the wall does not exceed 144 square inches (92 900 mm2).
2. The material used to fill the annular space shall prevent the passage of flame and hot gases sufficient to ignite cotton waste where subjected to ASTM E 119 or UL 263 time temperature fire conditions under a positive pressure differential of not less than 0.01 inch of water (3 Pa) at the location of the penetration for the time period equivalent to the fire-resistance rating of the construction penetrated.
R302.4.1.1 Fire-resistance-rated assembly. Penetrations shall be installed as tested in the approved fireresistance-rated assembly.
R302.4.1.2 Penetration firestop system. Penetrations shall be protected by an approved penetration firestop system installed as tested in accordance with ASTM E 814 or UL 1479, with a positive pressure differential of not less than 0.01 inch of water (3 Pa) and shall have an F rating of not less than the required fire-resistance rating of the wall or floor-ceiling assembly penetrated.
R302.4.2 Membrane penetrations. Membrane penetrations shall comply with Section R302.4.1. Where walls are required to have a fire-resistance rating, recessed fixtures shall be installed so that the required fire-resistance rating will not be reduced.
Exceptions:
1. Membrane penetrations of not more than 2-hour fire-resistance-rated walls and partitions by steel electrical boxes that do not exceed 16 square

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

inches (0.0103 m2) in area provided that the aggregate area of the openings through the membrane does not exceed 100 square inches (0.0645 m2) in any 100 square feet (9.29 m2) of wall area. The annular space between the wall membrane and the box shall not exceed 1/8 inch (3.1 mm). Such boxes on opposite sides of the wall shall be separated by one of the following:
1.1. By a horizontal distance of not less than 24 inches (610 mm) where the wall or partition is constructed with individual noncommunicating stud cavities.
1.2. By a horizontal distance of not less than the depth of the wall cavity where the wall cavity is filled with cellulose loose-fill, rockwool or slag mineral wool insulation.
1.3. By solid fireblocking in accordance with Section R302.11.
1.4. By protecting both boxes with listed putty pads.
1.5. By other listed materials and methods.
2. Membrane penetrations by listed electrical boxes of any materials provided that the boxes have been tested for use in fire-resistance-rated assemblies and are installed in accordance with the instructions included in the listing. The annular space between the wall membrane and the box shall not exceed 1/8 inch (3.1 mm) unless listed otherwise. Such boxes on opposite sides of the wall shall be separated by one of the following:
2.1. By the horizontal distance specified in the listing of the electrical boxes.
2.2. By solid fireblocking in accordance with Section R302.11.
2.3. By protecting both boxes with listed putty pads.
2.4. By other listed materials and methods.
3. The annular space created by the penetration of a fire sprinkler provided that it is covered by a metal escutcheon plate.
R302.5 Dwelling-garage opening and penetration protection. Openings and penetrations through the walls or ceilings separating the dwelling from the garage shall be in accordance with Sections R302.5.1 through R302.5.3.

R302.5.1 Opening protection. Openings from a private garage directly into a room used for sleeping purposes shall not be permitted. Other openings between the garage and residence shall be equipped with solid wood doors not less than 13/8 inches (35 mm) in thickness, solid or honeycombcore steel doors not less than 13/8 inches (35 mm) thick, or 20-minute fire-rated doors, equipped with a self-closing device.
R302.5.2 Duct penetration. Ducts in the garage and ducts penetrating the walls or ceilings separating the dwelling from the garage shall be constructed of a minimum No. 26 gage (0.48 mm) sheet steel or other approved material and shall not have openings into the garage.
R302.5.3 Other penetrations. Penetrations through the separation required in Section R302.6 shall be protected as required by Section R302.11, Item 4.
R302.6 Dwelling-garage fire separation. The garage shall be separated as required by Table R302.6. Openings in garage walls shall comply with Section R302.5. Attachment of gypsum board shall comply with Table R702.3.5. The wall separation provisions of Table R302.6 shall not apply to garage walls that are perpendicular to the adjacent dwelling unit wall.
R302.7 Under-stair protection. Enclosed accessible space under stairs shall have walls, under-stair surface and any soffits protected on the enclosed side with 1/2-inch (12.7 mm) gypsum board.
R302.8 Foam plastics. For requirements for foam plastics, see Section R316.
R302.9 Flame spread index and smoke-developed index for wall and ceiling finishes. Flame spread and smoke developed indexes for wall and ceiling finishes shall be in accordance with Sections R302.9.1 through R302.9.4.
R302.9.1 Flame spread index. Wall and ceiling finishes shall have a flame spread index of not greater than 200.
Exception: Flame spread index requirements for finishes shall not apply to trim defined as picture molds, chair rails, baseboards and handrails; to doors and windows or their frames; or to materials that are less than 1/28 inch (0.91 mm) in thickness cemented to the surface of walls or ceilings if these materials exhibit flame spread index values not greater than those of paper of this thickness cemented to a noncombustible backing.

TABLE R302.6 DWELLING-GARAGE SEPARATION

SEPARATION

MATERIAL

From the residence and attics

Not less than 1/2-inch gypsum board or equivalent applied to the garage side

From habitable rooms above the garage
Structure(s) supporting floor/ceiling assemblies used for separation required by this section

Not less than 5/8-inch Type X gypsum board or equivalent Not less than 1/2-inch gypsum board or equivalent

Garages located less than 3 feet from a dwelling unit on the same lot

Not less than 1/2-inch gypsum board or equivalent applied to the interior side of exterior walls that are within this area

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

R302.9.2 Smoke-developed index. Wall and ceiling finishes shall have a smoke-developed index of not greater than 450.
R302.9.3 Testing. Tests shall be made in accordance with ASTM E 84 or UL 723.
R302.9.4 Alternative test method. As an alternative to having a flame spread index of not greater than 200 and a smoke-developed index of not greater than 450 where tested in accordance with ASTM E 84 or UL 723, wall and ceiling finishes shall be permitted to be tested in accordance with NFPA 286. Materials tested in accordance with NFPA 286 shall meet the following criteria:
The interior finish shall comply with the following:
1. During the 40 kW exposure, flames shall not spread to the ceiling.
2. The flame shall not spread to the outer extremity of the sample on any wall or ceiling.
3. Flashover, as defined in NFPA 286, shall not occur.
4. The peak heat release rate throughout the test shall not exceed 800 kW.
5. The total smoke released throughout the test shall not exceed 1,000 m2.
R302.10 Flame spread index and smoke-developed index for insulation. Flame spread and smoke-developed index for insulation shall be in accordance with Sections R302.10.1 through R302.10.5.
R302.10.1 Insulation. Insulation materials, including facings, such as vapor retarders and vapor-permeable membranes installed within floor-ceiling assemblies, roofceiling assemblies, wall assemblies, crawl spaces and attics shall have a flame spread index not to exceed 25 with an accompanying smoke-developed index not to exceed 450 where tested in accordance with ASTM E 84 or UL 723.
Exceptions:
1. Where such materials are installed in concealed spaces, the flame spread index and smoke-developed index limitations do not apply to the facings, provided that the facing is installed in substantial contact with the unexposed surface of the ceiling, floor or wall finish.
2. Cellulose fiber loose-fill insulation, that is not spray applied, complying with the requirements of Section R302.10.3, shall not be required to meet the smoke-developed index of not more than 450 and shall be required to meet a smokedeveloped index of not more than 450 where tested in accordance with CAN/ULC S102.2.
3. Foam plastic insulation shall comply with Section R316.
R302.10.2 Loose-fill insulation. Loose-fill insulation materials that cannot be mounted in the ASTM E 84 or UL 723 apparatus without a screen or artificial supports shall comply with the flame spread and smoke-developed limits

of Section R302.10.1 where tested in accordance with CAN/ULC S102.2.
Exception: Cellulosic fiber loose-fill insulation shall not be required to be tested in accordance with CAN/ ULC S102.2, provided such insulation complies with the requirements of Sections R302.10.1 and R302.10.3.
R302.10.3 Cellulosic fiber loose-fill insulation. Cellulosic fiber loose-fill insulation shall comply with CPSC 16 CFR, Parts 1209 and 1404. Each package of such insulating material shall be clearly labeled in accordance with CPSC 16 CFR, Parts 1209 and 1404.
R302.10.4 Exposed attic insulation. Exposed insulation materials installed on attic floors shall have a critical radiant flux not less than 0.12 watt per square centimeter.
R302.10.5 Testing. Tests for critical radiant flux shall be made in accordance with ASTM E 970.
R302.11 Fireblocking. In combustible construction, fireblocking shall be provided to cut off both vertical and horizontal concealed draft openings and to form an effective fire barrier between stories, and between a top story and the roof space.
Fireblocking shall be provided in wood-framed construction in the following locations:
1. In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs, as follows:
1.1. Vertically at the ceiling and floor levels.
1.2. Horizontally at intervals not exceeding 10 feet (3048 mm).
2. At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings.
3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7.
4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements.
5. For the fireblocking of chimneys and fireplaces, see Section R1003.19.
6. Fireblocking of cornices of a two-family dwelling is required at the line of dwelling unit separation.
R302.11.1 Fireblocking materials. Except as provided in Section R302.11, Item 4, fireblocking shall consist of the following materials.
1. Two-inch (51 mm) nominal lumber.
2. Two thicknesses of 1-inch (25.4 mm) nominal lumber with broken lap joints.
3. One thickness of 23/32-inch (18.3 mm) wood structural panels with joints backed by 23/32-inch (18.3 mm) wood structural panels.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

4. One thickness of 3/4-inch (19.1 mm) particleboard with joints backed by 3/4-inch (19.1 mm) particleboard.
5. One-half-inch (12.7 mm) gypsum board.
6. One-quarter-inch (6.4 mm) cement-based millboard.
7. Batts or blankets of mineral wool or glass fiber or other approved materials installed in such a manner as to be securely retained in place.
8. Cellulose insulation installed as tested in accordance with ASTM E 119 or UL 263, for the specific application.
R302.11.1.1 Batts or blankets of mineral or glass fiber. Batts or blankets of mineral or glass fiber or other approved nonrigid materials shall be permitted for compliance with the 10-foot (3048 mm) horizontal fireblocking in walls constructed using parallel rows of studs or staggered studs.
R302.11.1.2 Unfaced fiberglass. Unfaced fiberglass batt insulation used as fireblocking shall fill the entire cross section of the wall cavity to a height of not less than 16 inches (406 mm) measured vertically. Where piping, conduit or similar obstructions are encountered, the insulation shall be packed tightly around the obstruction.
R302.11.1.3 Loose-fill insulation material. Loose-fill insulation material shall not be used as a fireblock unless specifically tested in the form and manner intended for use to demonstrate its ability to remain in place and to retard the spread of fire and hot gases.
R302.11.2 Fireblocking integrity. The integrity of fireblocks shall be maintained.
R302.12 Draftstopping. In combustible construction where there is usable space both above and below the concealed space of a floor-ceiling assembly, draftstops shall be installed so that the area of the concealed space does not exceed 1,000 square feet (92.9 m2). Draftstopping shall divide the concealed space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor-ceiling assemblies under the following circumstances:
1. Ceiling is suspended under the floor framing.
2. Floor framing is constructed of truss-type open-web or perforated members.
R302.12.1 Materials. Draftstopping materials shall be not less than 1/2-inch (12.7 mm) gypsum board, 3/8-inch (9.5 mm) wood structural panels or other approved materials adequately supported. Draftstopping shall be installed parallel to the floor framing members unless otherwise approved by the building official. The integrity of the draftstops shall be maintained.
** R302.13 Fire protection of floors. Floor assemblies that are not required elsewhere in this code to be fire-resistance rated, shall be provided with a 1/2-inch (12.7 mm) gypsum wallboard membrane, 5/8-inch (16 mm) wood structural panel membrane, or equivalent on the underside of the floor framing member. Penetrations or openings for ducts, vents, elec-

trical outlets, lighting, devices, luminaires, wires, speakers, drainage, piping and similar openings or penetrations shall be permitted.
Exceptions:
1. Floor assemblies located directly over a space protected by an automatic sprinkler system in accordance with Section P2904, NFPA 13D, or other approved equivalent sprinkler system.
2. Floor assemblies located directly over a crawl space not intended for storage or fuel-fired appliances.
3. Portions of floor assemblies shall be permitted to be unprotected where complying with the following:
3.1. The aggregate area of the unprotected portions does not exceed 80 square feet (7.4 m2) per story
3.2. Fireblocking in accordance with Section R302.11.1 is installed along the perimeter of the unprotected portion to separate the unprotected portion from the remainder of the floor assembly.
4. Wood floor assemblies using dimension lumber or structural composite lumber equal to or greater than 2-inch by 10-inch (50.8 mm by 254 mm) nominal dimension, or other approved floor assemblies demonstrating equivalent fire performance.
R302.14 Combustible insulation clearance. Combustible insulation shall be separated not less than 3 inches (76 mm) from recessed luminaires, fan motors and other heat-producing devices.
Exception: Where heat-producing devices are listed for lesser clearances, combustible insulation complying with the listing requirements shall be separated in accordance with the conditions stipulated in the listing.
Recessed luminaires installed in the building thermal envelope shall meet the requirements of Section N1102.4.5 of this code.
SECTION R303 LIGHT, VENTILATION AND HEATING
R303.1 Habitable rooms. Habitable rooms shall have an aggregate glazing area of not less than 8 percent of the floor area of such rooms. Natural ventilation shall be through windows, skylights, doors, louvers or other approved openings to the outdoor air. Such openings shall be provided with ready access or shall otherwise be readily controllable by the building occupants. The openable area to the outdoors shall be not less than 4 percent of the floor area being ventilated.
Exceptions:
1. The glazed areas need not be openable where the opening is not required by Section R310 and a whole-house mechanical ventilation system is installed in accordance with Section M1507.
2. The glazed areas need not be installed in rooms where Exception 1 is satisfied and artificial light is provided that is capable of producing an average

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

illumination of 6 footcandles (65 lux) over the area of the room at a height of 30 inches (762 mm) above the floor level.
3. Use of sunroom and patio covers, as defined in Section R202, shall be permitted for natural ventilation if in excess of 40 percent of the exterior sunroom walls are open, or are enclosed only by insect screening.
R303.2 Adjoining rooms. For the purpose of determining light and ventilation requirements, any room shall be considered to be a portion of an adjoining room where not less than one-half of the area of the common wall is open and unobstructed and provides an opening of not less than one-tenth of the floor area of the interior room and not less than 25 square feet (2.3 m2).
Exception: Openings required for light or ventilation shall be permitted to open into a sunroom with thermal isolation or a patio cover, provided that there is an openable area between the adjoining room and the sunroom or patio cover of not less than one-tenth of the floor area of the interior room and not less than 20 square feet (2 m2). The minimum openable area to the outdoors shall be based upon the total floor area being ventilated.
R303.3 Bathrooms. Bathrooms, water closet compartments and other similar rooms shall be provided with aggregate glazing area in windows of not less than 3 square feet (0.3 m2), onehalf of which must be openable.
Exception: The glazed areas shall not be required where artificial light and a local exhaust system are provided. The minimum local exhaust rates shall be determined in accordance with Section M1507. Exhaust air from the space shall be exhausted directly to the outdoors.
R303.4 Mechanical ventilation. Where the air infiltration rate of a dwelling unit is 5 air changes per hour or less where tested with a blower door at a pressure of 0.2 inch w.c (50 Pa) in accordance with Section N1102.4.1.2, the dwelling unit shall be provided with whole-house mechanical ventilation in accordance with Section M1507.3.
R303.5 Opening location. Outdoor intake and exhaust openings shall be located in accordance with Sections R303.5.1 and R303.5.2.
R303.5.1 Intake openings. Mechanical and gravity outdoor air intake openings shall be located not less than 10 feet (3048 mm) from any hazardous or noxious contaminant, such as vents, chimneys, plumbing vents, streets, alleys, parking lots and loading docks.
For the purpose of this section, the exhaust from dwelling unit toilet rooms, bathrooms and kitchens shall not be considered as hazardous or noxious.
Exceptions:
1. The 10-foot (3048 mm) separation is not required where the intake opening is located 3 feet (914 mm) or greater below the contaminant source.

2. Vents and chimneys serving fuel-burning appliances shall be terminated in accordance with the applicable provisions of Chapters 18 and 24.
3. Clothes dryer exhaust ducts shall be terminated in accordance with Section M1502.3.
R303.5.2 Exhaust openings. Exhaust air shall not be directed onto walkways.
R303.6 Outside opening protection. Air exhaust and intake openings that terminate outdoors shall be protected with corrosion-resistant screens, louvers or grilles having an opening size of not less than 1/4 inch (6 mm) and a maximum opening size of 1/2 inch (13 mm), in any dimension. Openings shall be protected against local weather conditions. Outdoor air exhaust and intake openings shall meet the provisions for exterior wall opening protectives in accordance with this code.
R303.7 Interior stairway illumination. Interior stairways shall be provided with an artificial light source to illuminate the landings and treads. The light source shall be capable of illuminating treads and landings to levels of not less than 1 foot-candle (11 lux) as measured at the center of treads and landings. There shall be a wall switch at each floor level to control the light source where the stairway has six or more risers.
Exception: A switch is not required where remote, central or automatic control of lighting is provided.
R303.7.1 Light activation. Where lighting outlets are installed in interior stairways, there shall be a wall switch at each floor level to control the lighting outlet where the stairway has six or more risers. The illumination of exterior stairways shall be controlled from inside the dwelling unit.
Exception: Lights that are continuously illuminated or automatically controlled.
R303.8 Exterior stairway illumination. Exterior stairways shall be provided with an artificial light source located at the top landing of the stairway. Exterior stairways providing access to a basement from the outdoor grade level shall be provided with an artificial light source located at the bottom landing of the stairway.
R303.8.1 Sunroom additions. Required glazed openings shall be permitted to open into sunroom additions or patio covers that abut a street, yard or court if in excess of 40 percent of the exterior sunroom walls are open, or are enclosed only by insect screening, and the ceiling height of the sunroom is not less than 7 feet (2134 mm).
R303.9 Required heating. Where the winter design temperature in Table R301.2(1) is below 60°F (16°C), every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of not less than 68°F (20°C) at a point 3 feet (914 mm) above the floor and 2 feet (610 mm) from exterior walls in habitable rooms at the design temperature. The installation of one or more portable space heaters shall not be used to achieve compliance with this section.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

SECTION R304 MINIMUM ROOM AREAS
R304.1 Minimum area. Habitable rooms shall have a floor area of not less than 70 square feet (6.5 m2).
Exception: Kitchens.
R304.2 Minimum dimensions. Habitable rooms shall be not less than 7 feet (2134 mm) in any horizontal dimension.
Exception: Kitchens.
R304.3 Height effect on room area. Portions of a room with a sloping ceiling measuring less than 5 feet (1524 mm) or a furred ceiling measuring less than 7 feet (2134 mm) from the finished floor to the finished ceiling shall not be considered as contributing to the minimum required habitable area for that room.
SECTION R305 CEILING HEIGHT
R305.1 Minimum height. Habitable space, hallways and portions of basements containing these spaces shall have a ceiling height of not less than 7 feet (2134 mm). Bathrooms, toilet rooms and laundry rooms shall have a ceiling height of not less than 6 feet 8 inches (2032 mm).
Exceptions:
1. For rooms with sloped ceilings, the required floor area of the room shall have a ceiling height of not less than 5 feet (1524 mm) and not less than 50 percent of the required floor area shall have a ceiling height of not less than 7 feet (2134 mm).
2. The ceiling height above bathroom and toilet room fixtures shall be such that the fixture is capable of being used for its intended purpose. A shower or tub equipped with a showerhead shall have a ceiling height of not less than 6 feet 8 inches (2032 mm) above an area of not less than 30 inches (762 mm) by 30 inches (762 mm) at the showerhead.
3. Beams, girders, ducts or other obstructions in basements containing habitable space shall be permitted to project to within 6 feet 4 inches (1931 mm) of the finished floor.
R305.1.1 Basements. Portions of basements that do not contain habitable space or hallways shall have a ceiling height of not less than 6 feet 8 inches (2032 mm).
Exception: At beams, girders, ducts or other obstructions, the ceiling height shall be not less than 6 feet 4 inches (1931 mm) from the finished floor.
SECTION R306 SANITATION
R306.1 Toilet facilities. Every dwelling unit shall be provided with a water closet, lavatory, and a bathtub or shower.
R306.2 Kitchen. Each dwelling unit shall be provided with a kitchen area and every kitchen area shall be provided with a sink.

R306.3 Sewage disposal. Plumbing fixtures shall be connected to a sanitary sewer or to an approved private sewage disposal system.
R306.4 Water supply to fixtures. Plumbing fixtures shall be connected to an approved water supply. Kitchen sinks, lavatories, bathtubs, showers, bidets, laundry tubs and washing machine outlets shall be provided with hot and cold water.
SECTION R307 TOILET, BATH AND SHOWER SPACES
R307.1 Space required. Fixtures shall be spaced in accordance with Figure R307.1, and in accordance with the requirements of Section P2705.1.
R307.2 Bathtub and shower spaces. Bathtub and shower floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet (1829 mm) above the floor.
SECTION R308 GLAZING
R308.1 Identification. Except as indicated in Section R308.1.1 each pane of glazing installed in hazardous locations as defined in Section R308.4 shall be provided with a manufacturer's designation specifying who applied the designation, designating the type of glass and the safety glazing standard with which it complies, which is visible in the final installation. The designation shall be acid etched, sandblasted, ceramic-fired, laser etched, embossed, or be of a type that once applied cannot be removed without being destroyed. A label shall be permitted in lieu of the manufacturer's designation.
Exceptions:
1. For other than tempered glass, manufacturer's designations are not required provided that the building official approves the use of a certificate, affidavit or other evidence confirming compliance with this code.
2. Tempered spandrel glass is permitted to be identified by the manufacturer with a removable paper designation.
R308.1.1 Identification of multiple assemblies. Multipane assemblies having individual panes not exceeding 1 square foot (0.09 m2) in exposed area shall have not less than one pane in the assembly identified in accordance with Section R308.1. Other panes in the assembly shall be labeled "CPSC 16 CFR 1201" or "ANSI Z97.1" as appropriate.
R308.2 Louvered windows or jalousies. Regular, float, wired or patterned glass in jalousies and louvered windows shall be not less than nominal 3/16 inch (5 mm) thick and not more than 48 inches (1219 mm) in length. Exposed glass edges shall be smooth.
R308.2.1 Wired glass prohibited. Wired glass with wire exposed on longitudinal edges shall not be used in jalousies or louvered windows.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

15 IN. WALL
21 IN. CLEARANCE

WALL
21 IN. CLEARANCE

WALL
30 IN.
30 IN. MIN.
24 IN. CLEARANCE IN FRONT OF OPENING
SHOWER

15 IN.

WALL

WATER CLOSET OR BIDET
15 IN.

WALL

21 IN. CLEARANCE

TUB

21 IN. CLEARANCE
TUB

WALL

For SI: 1 inch = 25.4 mm.

WATER CLOSETS
FIGURE R307.1 MINIMUM FIXTURE CLEARANCES

WALL

R308.3 Human impact loads. Individual glazed areas, including glass mirrors in hazardous locations such as those indicated as defined in Section R308.4, shall pass the test requirements of Section R308.3.1.
Exceptions:
1. Louvered windows and jalousies shall comply with Section R308.2.
2. Mirrors and other glass panels mounted or hung on a surface that provides a continuous backing support.
3. Glass unit masonry complying with Section R607.

R308.3.1 Impact test. Where required by other sections of the code, glazing shall be tested in accordance with CPSC 16 CFR 1201. Glazing shall comply with the test criteria for Category II unless otherwise indicated in Table R308.3.1(1).
Exception: Glazing not in doors or enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers shall be permitted to be tested in accordance with ANSI Z97.1. Glazing shall comply with the test criteria for Class A unless indicated in Table R308.3.1(2).

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

EXPOSED SURFACE AREA OF ONE SIDE
OF ONE LITE
9 square feet or less More than 9 square feet

TABLE R308.3.1(1) MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING CPSC 16 CFR 1201

GLAZING IN STORM OR COMBINATION
DOORS (Category Class)

GLAZING IN DOORS
(Category Class)

GLAZED PANELS REGULATED BY SECTION R308.4.3 (Category Class)

GLAZED PANELS REGULATED BY SECTION R308.4.2 (Category Class)

GLAZING IN DOORS AND ENCLOSURES REGULATED BY SECTION 308.4.5 (Category Class)

SLIDING GLASS DOORS PATIO TYPE
(Category Class)

For SI: 1 square foot = 0.0929 m2. NR = "No Requirement."

EXPOSED SURFACE AREA OF ONE SIDE OF ONE LITE
9 square feet or less More than 9 square feet

TABLE R308.3.1(2) MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING ANSI Z97.1

GLAZED PANELS REGULATED BY SECTION R308.4.3 (Category Class)

GLAZED PANELS REGULATED BY SECTION R308.4.2 (Category Class)

DOORS AND ENCLOSURES REGULATED BY SECTION R308.4.5a
(Category Class)

No requirement

For SI: 1 square foot = 0.0929 m2. a. Use is permitted only by the exception to Section R308.3.1.

R308.4 Hazardous locations. The locations specified in Sections R308.4.1 through R308.4.7 shall be considered to be specific hazardous locations for the purposes of glazing.

R308.4.1 Glazing in doors. Glazing in fixed and operable panels of swinging, sliding and bifold doors shall be considered to be a hazardous location.

Exceptions:

1. Glazed openings of a size through which a 3inch-diameter (76 mm) sphere is unable to pass.

2. Decorative glazing.

R308.4.2 Glazing adjacent to doors. Glazing in an individual fixed or operable panel adjacent to a door shall be considered to be a hazardous location where the bottom exposed edge of the glazing is less than 60 inches (1524 mm) above the floor or walking surface and it meets either of the following conditions:

1. Where the glazing is within 24 inches (610 mm) of either side of the door in the plane of the door in a closed position.

2. Where the glazing is on a wall perpendicular to the plane of the door in a closed position and within 24 inches (610 mm) of the hinge side of an in-swinging door.

Exceptions:

1. Decorative glazing.

2. Where there is an intervening wall or other

permanent barrier between the door and the

glazing.

3. Where access through the door is to a closet or

storage area 3 feet (914 mm) or less in depth.

Glazing in this application shall comply with

Section R308.4.3.

4. Glazing that is adjacent to the fixed panel of patio doors.

R308.4.3 Glazing in windows. Glazing in an individual fixed or operable panel that meets all of the following conditions shall be considered to be a hazardous location:
1. The exposed area of an individual pane is larger than 9 square feet (0.836 m2),
2. The bottom edge of the glazing is less than 18 inches (457 mm) above the floor,
3. The top edge of the glazing is more than 36 inches (914 mm) above the floor; and
4. One or more walking surfaces are within 36 inches (914 mm), measured horizontally and in a straight line, of the glazing.
Exceptions:
1. Decorative glazing.
2. Where a horizontal rail is installed on the accessible side(s) of the glazing 34 to 38 inches (864 to 965 mm) above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot (730 N/m) without contacting the glass and have a cross-sectional height of not less than 11/2 inches (38 mm).
3. Outboard panes in insulating glass units and other multiple glazed panels where the bottom edge of the glass is 25 feet (7620 mm) or more above grade, a roof, walking surfaces or other horizontal [within 45 degrees (0.79 rad) of horizontal] surface adjacent to the glass exterior.
R308.4.4 Glazing in guards and railings. Glazing in guards and railings, including structural baluster panels and nonstructural in-fill panels, regardless of area or height above a walking surface shall be considered to be a hazardous location.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

R308.4.5 Glazing and wet surfaces. Glazing in walls, enclosures or fences containing or facing hot tubs, spas, whirlpools, saunas, steam rooms, bathtubs, showers and indoor or outdoor swimming pools where the bottom exposed edge of the glazing is less than 60 inches (1524 mm) measured vertically above any standing or walking surface shall be considered to be a hazardous location. This shall apply to single glazing and each pane in multiple glazing.
Exception: Glazing that is more than 60 inches (1524 mm), measured horizontally and in a straight line, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool or from the edge of a shower, sauna or steam room.
R308.4.6 Glazing adjacent to stairs and ramps. Glazing where the bottom exposed edge of the glazing is less than 36 inches (914 mm) above the plane of the adjacent walking surface of stairways, landings between flights of stairs and ramps shall be considered to be a hazardous location.
Exceptions:
1. Where a rail is installed on the accessible side(s) of the glazing 34 to 38 inches (864 to 965 mm) above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot (730 N/m) without contacting the glass and have a cross-sectional height of not less than 11/2 inches (38 mm).
2. Glazing 36 inches (914 mm) or more measured horizontally from the walking surface.
R308.4.7 Glazing adjacent to the bottom stair landing. Glazing adjacent to the landing at the bottom of a stairway

where the glazing is less than 36 inches (914 mm) above the landing and within a 60-inch (1524 mm) horizontal arc less than 180 degrees from the bottom tread nosing shall be considered to be a hazardous location.
Exception: The glazing is protected by a guard complying with Section R312 and the plane of the glass is more than 18 inches (457 mm) from the guard.
R308.5 Site-built windows. Site-built windows shall comply with Section 2404 of the International Building Code.
R308.6 Skylights and sloped glazing. Skylights and sloped glazing shall comply with the following sections.
R308.6.1 Definitions. The following terms are defined in Chapter 2:
SKYLIGHT, UNIT.
SKYLIGHTS AND SLOPED GLAZING.
TUBULAR DAYLIGHTING DEVICE (TDD).
R308.6.2 Materials. The following types of glazing shall be permitted to be used:
1. Laminated glass with not less than a 0.015-inch (0.38 mm) polyvinyl butyral interlayer for glass panes 16 square feet (1.5 m2) or less in area located such that the highest point of the glass is not more than 12 feet (3658 mm) above a walking surface or other accessible area; for higher or larger sizes, the interlayer thickness shall be not less than 0.030 inch (0.76 mm).
2. Fully tempered glass.
3. Heat-strengthened glass.
4. Wired glass.
5. Approved rigid plastics.

LANDING

FIGURE R308.4.7 PROHIBITED GLAZING LOCATIONS AT BOTTOM STAIR LANDINGS

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

R308.6.3 Screens, general. For fully tempered or heatstrengthened glass, a retaining screen meeting the requirements of Section R308.6.7 shall be installed below the glass, except for fully tempered glass that meets either condition listed in Section R308.6.5.
R308.6.4 Screens with multiple glazing. Where the inboard pane is fully tempered, heat-strengthened or wired glass, a retaining screen meeting the requirements of Section R308.6.7 shall be installed below the glass, except for either condition listed in Section R308.6.5. Other panes in the multiple glazing shall be of any type listed in Section R308.6.2.
R308.6.5 Screens not required. Screens shall not be required where fully tempered glass is used as single glazing or the inboard pane in multiple glazing and either of the following conditions are met:
1. Glass area 16 square feet (1.49 m2) or less. Highest point of glass not more than 12 feet (3658 mm) above a walking surface or other accessible area, nominal glass thickness not more than 3/16 inch (4.8 mm), and (for multiple glazing only) the other pane or panes fully tempered, laminated or wired glass.
2. Glass area greater than 16 square feet (1.49 m2). Glass sloped 30 degrees (0.52 rad) or less from vertical, and highest point of glass not more than 10 feet (3048 mm) above a walking surface or other accessible area.
R308.6.6 Glass in greenhouses. Any glazing material is permitted to be installed without screening in the sloped areas of greenhouses, provided that the greenhouse height at the ridge does not exceed 20 feet (6096 mm) above grade.
R308.6.7 Screen characteristics. The screen and its fastenings shall be capable of supporting twice the weight of the glazing, be firmly and substantially fastened to the framing members, and have a mesh opening of not more than 1 inch by 1 inch (25 mm by 25 mm).
R308.6.8 Curbs for skylights. Unit skylights installed in a roof with a pitch flatter than three units vertical in 12 units horizontal (25-percent slope) shall be mounted on a curb extending not less than 4 inches (102 mm) above the plane of the roof unless otherwise specified in the manufacturer's installation instructions.
R308.6.9 Testing and labeling. Unit skylights and tubular daylighting devices shall be tested by an approved independent laboratory, and bear a label identifying manufacturer, performance grade rating and approved inspection agency to indicate compliance with the requirements of AAMA/WDMA/CSA 101/I.S.2/A440.
R308.6.9.1 Comparative analysis for glass-glazed unit skylights. Structural wind load design pressures for glass-glazed unit skylights different than the size tested in accordance with Section R308.6.9 shall be permitted to be different than the design value of the

tested unit where determined in accordance with one of the following comparative analysis methods:
1. Structural wind load design pressures for glassglazed unit skylights smaller than the size tested in accordance with Section R308.6.9 shall be permitted to be higher than the design value of the tested unit provided that such higher pressures are determined by accepted engineering analysis. Components of the smaller unit shall be the same as those of the tested unit. Such calculated design pressures shall be validated by an additional test of the glass-glazed unit skylight having the highest allowable design pressure.
2. In accordance with WDMA I.S. 11.
SECTION R309 GARAGES AND CARPORTS
R309.1 Floor surface. Garage floor surfaces shall be of approved noncombustible material.
The area of floor used for parking of automobiles or other vehicles shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway.
R309.2 Carports. Carports shall be open on not less than two sides. Carport floor surfaces shall be of approved noncombustible material. Carports not open on two or more sides shall be considered to be a garage and shall comply with the provisions of this section for garages.
Exception: Asphalt surfaces shall be permitted at ground level in carports.
The area of floor used for parking of automobiles or other vehicles shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway.
R309.3 Flood hazard areas. For buildings located in flood hazard areas as established by Table R301.2(1), garage floors shall be:
1. Elevated to or above the design flood elevation as determined in accordance with Section R322; or
2. Located below the design flood elevation provided that the floors are at or above grade on not less than one side, are used solely for parking, building access or storage, meet the requirements of Section R322 and are otherwise constructed in accordance with this code.
R309.4 Automatic garage door openers. Automatic garage door openers, if provided, shall be listed and labeled in accordance with UL 325.
R309.5 Fire sprinklers. Private garages shall be protected by fire sprinklers where the garage wall has been designed based on Table R302.1(2), Footnote a. Sprinklers in garages shall be connected to an automatic sprinkler system that complies with Section P2904. Garage sprinklers shall be residential sprinklers or quick-response sprinklers, designed to provide a density of 0.05 gpm/ft2. Garage doors shall not be considered obstructions with respect to sprinkler placement.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

SECTION R310 EMERGENCY ESCAPE AND RESCUE OPENINGS
R310.1 Emergency escape and rescue opening required. Basements, habitable attics and every sleeping room shall have not less than one operable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, an emergency escape and rescue opening shall be required in each sleeping room. Emergency escape and rescue openings shall open directly into a public way, or to a yard or court that opens to a public way.
Exception: Storm shelters and basements used only to house mechanical equipment not exceeding a total floor area of 200 square feet (18.58 m2).
R310.1.1 Operational constraints and opening control devices. Emergency escape and rescue openings shall be operational from the inside of the room without the use of keys, tools or special knowledge. Window opening control devices complying with ASTM F 2090 shall be permitted for use on windows serving as a required emergency escape and rescue opening.
R310.2 Emergency escape and rescue openings. Emergency escape and rescue openings shall have minimum dimensions as specified in this section.
R310.2.1 Minimum opening area. Emergency and escape rescue openings shall have a net clear opening of not less than 5.7 square feet (0.530 m2). The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue opening from the inside. The net clear height opening shall be not less than 24 inches (610 mm) and the net clear width shall be not less than 20 inches (508 mm).
Exception: Grade floor or below grade openings shall have a net clear opening of not less than 5 square feet (0.465 m2).
R310.2.2 Window sill height. Where a window is provided as the emergency escape and rescue opening, it shall have a sill height of not more than 44 inches (1118 mm) above the floor; where the sill height is below grade, it shall be provided with a window well in accordance with Section R310.2.3.
R310.2.3 Window wells. The horizontal area of the window well shall be not less than 9 square feet (0.9 m2), with a horizontal projection and width of not less than 36 inches (914 mm). The area of the window well shall allow the emergency escape and rescue opening to be fully opened.
Exception: The ladder or steps required by Section R310.2.3.1 shall be permitted to encroach not more than 6 inches (152 mm) into the required dimensions of the window well.
R310.2.3.1 Ladder and steps. Window wells with a vertical depth greater than 44 inches (1118 mm) shall be equipped with a permanently affixed ladder or steps usable with the window in the fully open position. Ladders or steps required by this section shall not be

required to comply with Sections R311.7 and R311.8. Ladders or rungs shall have an inside width of not less than 12 inches (305 mm), shall project not less than 3 inches (76 mm) from the wall and shall be spaced not more than 18 inches (457 mm) on center vertically for the full height of the window well.
R310.2.3.2 Drainage. Window wells shall be designed for proper drainage by connecting to the building's foundation drainage system required by Section R405.1 or by an approved alternative method.
Exception: A drainage system for window wells is not required where the foundation is on well-drained soil or sand-gravel mixture soils in accordance with the United Soil Classification System, Group I Soils, as detailed in Table R405.1.
R310.2.4 Emergency escape and rescue openings under decks and porches. Emergency escape and rescue openings shall be permitted to be installed under decks and porches provided that the location of the deck allows the emergency escape and rescue openings to be fully opened and provides a path not less than 36 inches (914 mm) in height to a yard or court.
R310.3 Emergency escape and rescue doors. Where a door is provided as the required emergency escape and rescue opening, it shall be permitted to be a side-hinged door or a slider. Where the opening is below the adjacent ground elevation, it shall be provided with a bulkhead enclosure.
R310.3.1 Minimum door opening size. The minimum net clear height opening for any door that serves as an emergency and escape rescue opening shall be in accordance with Section R310.2.1.
R310.3.2 Bulkhead enclosures. Bulkhead enclosures shall provide direct access from the basement. The bulkhead enclosure shall provide the minimum net clear opening equal to the door in the fully open position.
R310.3.2.1 Drainage. Bulkhead enclosures shall be designed for proper drainage by connecting to the building's foundation drainage system required by Section R405.1 or by an approved alternative method.
Exception: A drainage system for bulkhead enclosures is not required where the foundation is on well-drained soil or sand-gravel mixture soils in accordance with the United Soil Classification System, Group I Soils, as detailed in Table R405.1.
R310.4 Bars, grilles, covers and screens. Bars, grilles, covers, screens or similar devices are permitted to be placed over emergency escape and rescue openings, bulkhead enclosures, or window wells that serve such openings, provided that the minimum net clear opening size complies with Sections R310.1.1 to R310.2.3, and such devices shall be releasable or removable from the inside without the use of a key, tool, special knowledge or force greater than that required for the normal operation of the escape and rescue opening.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

R310.5 Dwelling additions. Where dwelling additions occur that contain sleeping rooms, an emergency escape and rescue opening shall be provided in each new sleeping room. Where dwelling additions occur that have basements, an emergency escape and rescue opening shall be provided in the new basement.
Exceptions:
1. An emergency escape and rescue opening is not required in a new basement that contains a sleeping room with an emergency escape and rescue opening.
2. An emergency escape and rescue opening is not required in a new basement where there is an emergency escape and rescue opening in an existing basement that is accessible from the new basement.
R310.6 Alterations or repairs of existing basements. An emergency escape and rescue opening is not required where existing basements undergo alterations or repairs.
Exception: New sleeping rooms created in an existing basement shall be provided with emergency escape and rescue openings in accordance with Section R310.1.
SECTION R311 MEANS OF EGRESS
R311.1 Means of egress. Dwellings shall be provided with a means of egress in accordance with this section. The means of egress shall provide a continuous and unobstructed path of vertical and horizontal egress travel from all portions of the dwelling to the required egress door without requiring travel through a garage. The required egress door shall open directly into a public way or to a yard or court that opens to a public way.
R311.2 Egress door. Not less than one egress door shall be provided for each dwelling unit. The egress door shall be side-hinged, and shall provide a clear width of not less than 32 inches (813 mm) where measured between the face of the door and the stop, with the door open 90 degrees (1.57 rad). The clear height of the door opening shall be not less than 78 inches (1981 mm) in height measured from the top of the threshold to the bottom of the stop. Other doors shall not be required to comply with these minimum dimensions. Egress doors shall be readily openable from inside the dwelling without the use of a key or special knowledge or effort.
R311.3 Floors and landings at exterior doors. There shall be a landing or floor on each side of each exterior door. The width of each landing shall be not less than the door served. Every landing shall have a dimension of not less than 36 inches (914 mm) measured in the direction of travel. The slope at exterior landings shall not exceed 1/4 unit vertical in 12 units horizontal (2 percent).
Exception: Exterior balconies less than 60 square feet (5.6 m2) and only accessible from a door are permitted to have a landing less than 36 inches (914 mm) measured in the direction of travel.

R311.3.1 Floor elevations at the required egress doors. Landings or finished floors at the required egress door shall be not more than 11/2 inches (38 mm) lower than the top of the threshold.
Exception: The landing or floor on the exterior side shall be not more than 73/4 inches (196 mm) below the top of the threshold provided the door does not swing over the landing or floor.
Where exterior landings or floors serving the required egress door are not at grade, they shall be provided with access to grade by means of a ramp in accordance with Section R311.8 or a stairway in accordance with Section R311.7.
R311.3.2 Floor elevations for other exterior doors. Doors other than the required egress door shall be provided with landings or floors not more than 73/4 inches (196 mm) below the top of the threshold.
Exception: A top landing is not required where a stairway of not more than two risers is located on the exterior side of the door, provided that the door does not swing over the stairway.
R311.3.3 Storm and screen doors. Storm and screen doors shall be permitted to swing over exterior stairs and landings.
R311.4 Vertical egress. Egress from habitable levels including habitable attics and basements not provided with an egress door in accordance with Section R311.2 shall be by a ramp in accordance with Section R311.8 or a stairway in accordance with Section R311.7.
R311.5 Construction.
R311.5.1 Attachment. Exterior landings, decks, balconies, stairs and similar facilities shall be positively anchored to the primary structure to resist both vertical and lateral forces or shall be designed to be self-supporting. Attachment shall not be accomplished by use of toenails or nails subject to withdrawal.
R311.6 Hallways. The width of a hallway shall be not less than 3 feet (914 mm).
R311.7 Stairways.
R311.7.1 Width. Stairways shall be not less than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 41/2 inches (114 mm) on either side of the stairway and the clear width of the stairway at and below the handrail height, including treads and landings, shall be not less than 311/2 inches (787 mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides.
Exception: The width of spiral stairways shall be in accordance with Section R311.7.10.1.
R311.7.2 Headroom. The headroom in stairways shall be not less than 6 feet 8 inches (2032 mm) measured vertically from the sloped line adjoining the tread nosing or

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

from the floor surface of the landing or platform on that portion of the stairway.
Exceptions:
1. Where the nosings of treads at the side of a flight extend under the edge of a floor opening through which the stair passes, the floor opening shall be allowed to project horizontally into the required headroom not more than 43/4 inches (121 mm).
2. The headroom for spiral stairways shall be in accordance with Section R311.7.10.1.
R311.7.3 Vertical rise. A flight of stairs shall not have a vertical rise larger than 147 inches (3734 mm) between floor levels or landings.
R311.7.4 Walkline. The walkline across winder treads shall be concentric to the curved direction of travel through the turn and located 12 inches (305 mm) from the side where the winders are narrower. The 12-inch (305 mm) dimension shall be measured from the widest point of the clear stair width at the walking surface of the winder. If winders are adjacent within the flight, the point of the widest clear stair width of the adjacent winders shall be used.
R311.7.5 Stair treads and risers. Stair treads and risers shall meet the requirements of this section. For the purposes of this section, dimensions and dimensioned surfaces shall be exclusive of carpets, rugs or runners.
R311.7.5.1 Risers. The riser height shall be not more than 73/4 inches (196 mm). The riser shall be measured vertically between leading edges of the adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). Risers shall be vertical or sloped from the underside of the nosing of the tread above at an angle not more than 30 degrees (0.51 rad) from the vertical. Open risers are permitted provided that the openings located more than 30 inches (762 mm), as measured vertically, to the floor or grade below do not permit the passage of a 4-inch-diameter (102 mm) sphere.
Exceptions:
1. The opening between adjacent treads is not limited on spiral stairways.
2. The riser height of spiral stairways shall be in accordance with Section R311.7.10.1.
R311.7.5.2 Treads. The tread depth shall be not less than 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm).
R311.7.5.2.1 Winder treads. Winder treads shall have a tread depth of not less than 10 inches (254 mm) measured between the vertical planes of the foremost projection of adjacent treads at the intersections with the walkline. Winder treads shall have a tread depth of not less than 6 inches (152 mm) at any

point within the clear width of the stair. Within any flight of stairs, the largest winder tread depth at the walkline shall not exceed the smallest winder tread by more than 3/8 inch (9.5 mm). Consistently shaped winders at the walkline shall be allowed within the same flight of stairs as rectangular treads and do not have to be within 3/8 inch (9.5 mm) of the rectangular tread depth.
Exception: The tread depth at spiral stairways shall be in accordance with Section R311.7.10.1.
R311.7.5.3 Nosings. The radius of curvature at the nosing shall be not greater than 9/16 inch (14 mm). A nosing projection not less than 3/4 inch (19 mm) and not more than 11/4 inches (32 mm) shall be provided on stairways with solid risers. The greatest nosing projection shall not exceed the smallest nosing projection by more than 3/8 inch (9.5 mm) between two stories, including the nosing at the level of floors and landings. Beveling of nosings shall not exceed 1/2 inch (12.7 mm).
Exception: A nosing projection is not required where the tread depth is not less than 11 inches (279 mm).
R311.7.5.4 Exterior plastic composite stair treads. Plastic composite exterior stair treads shall comply with the provisions of this section and Section R507.3.
R311.7.6 Landings for stairways. There shall be a floor or landing at the top and bottom of each stairway. The width perpendicular to the direction of travel shall be not less than the width of the flight served. Landings of shapes other than square or rectangular shall be permitted provided that the depth at the walk line and the total area is not less than that of a quarter circle with a radius equal to the required landing width. Where the stairway has a straight run, the depth in the direction of travel shall be not less than 36 inches (914 mm).
Exception: A floor or landing is not required at the top of an interior flight of stairs, including stairs in an enclosed garage, provided that a door does not swing over the stairs.
R311.7.7 Stairway walking surface. The walking surface of treads and landings of stairways shall be sloped not steeper than one unit vertical in 48 inches horizontal (2-percent slope).
R311.7.8 Handrails. Handrails shall be provided on not less than one side of each continuous run of treads or flight with four or more risers.
R311.7.8.1 Height. Handrail height, measured vertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope, shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm).
Exceptions:
1. The use of a volute, turnout or starting easing shall be allowed over the lowest tread.
2. Where handrail fittings or bendings are used to provide continuous transition between flights, transitions at winder treads, the transition from handrail to guard, or used at the start of a flight,

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

the handrail height at the fittings or bendings shall be permitted to exceed 38 inches (956 mm).
R311.7.8.2 Continuity. Handrails for stairways shall be continuous for the full length of the flight, from a point directly above the top riser of the flight to a point directly above the lowest riser of the flight. Handrail ends shall be returned or shall terminate in newel posts or safety terminals. Handrails adjacent to a wall shall have a space of not less than 11/2 inches (38 mm) between the wall and the handrails.
Exceptions:
1. Handrails shall be permitted to be interrupted by a newel post at the turn.
2. The use of a volute, turnout, starting easing or starting newel shall be allowed over the lowest tread.
R311.7.8.3 Grip-size. Required handrails shall be of one of the following types or provide equivalent graspability.
1. Type I. Handrails with a circular cross section shall have an outside diameter of not less than 11/4 inches (32 mm) and not greater than 2 inches (51 mm). If the handrail is not circular, it shall have a perimeter dimension of not less than 4 inches (102 mm) and not greater than 61/4 inches (160 mm) with a cross section of dimension of not more than 21/4 inches (57 mm). Edges shall have a radius of not less than 0.01 inch (0.25 mm).
2. Type II. Handrails with a perimeter greater than 61/4 inches (160 mm) shall have a graspable finger recess area on both sides of the profile. The finger recess shall begin within a distance of 3/4 inch (19 mm) measured vertically from the tallest portion of the profile and achieve a depth of not less than 5/16 inch (8 mm) within 7/8 inch (22 mm) below the widest portion of the profile. This required depth shall continue for not less than 3/8 inch (10 mm) to a level that is not less than 13/4 inches (45 mm) below the tallest portion of the profile. The width of the handrail above the recess shall be not less than 11/4 inches (32 mm) and not more than 23/4 inches (70 mm). Edges shall have a radius of not less than 0.01 inch (0.25 mm).
R311.7.8.4 Exterior plastic composite handrails. Plastic composite exterior handrails shall comply with the requirements of Section R507.3.
R311.7.9 Illumination. Stairways shall be provided with illumination in accordance with Section R303.7.
R311.7.10 Special stairways. Spiral stairways and bulkhead enclosure stairways shall comply with the requirements of Section R311.7 except as specified in Sections R311.7.10.1 and R311.7.10.2.
R311.7.10.1 Spiral stairways. Spiral stairways are permitted, provided that the clear width at and below the handrail is not less than 26 inches (660 mm) and the

walkline radius is not greater than 241/2 inches (622 mm). Each tread shall have a depth of not less than 63/4 inches (171 mm) at the walkline. All treads shall be identical, and the rise shall be not more than 91/2 inches (241 mm). Headroom shall be not less than 6 feet 6 inches (1982 mm).
R311.7.10.2 Bulkhead enclosure stairways. Stairways serving bulkhead enclosures, not part of the required building egress, providing access from the outside grade level to the basement shall be exempt from the requirements of Sections R311.3 and R311.7 where the height from the basement finished floor level to grade adjacent to the stairway is not more than 8 feet (2438 mm) and the grade level opening to the stairway is covered by a bulkhead enclosure with hinged doors or other approved means.
R311.7.11 Alternating tread devices. Alternating tread devices shall not be used as an element of a means of egress. Alternating tread devices shall be permitted provided that the required means of egress stairway or ramp serves the same space at each adjoining level or where a means of egress is not required. The clear width at and below the handrails shall be not less than 20 inches (508 mm).
R311.7.11.1 Treads of alternating tread devices. Alternating tread devices shall have a tread depth of not less than 5 inches (127 mm), a projected tread depth of not less than 81/2 inches (216 mm), a tread width of not less than 7 inches (178 mm) and a riser height of not more than 91/2 inches (241 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projections of adjacent treads. The riser height shall be measured vertically between the leading edges of adjacent treads. The riser height and tread depth provided shall result in an angle of ascent from the horizontal of between 50 and 70 degrees (0.87 and 1.22 rad). The initial tread of the device shall begin at the same elevation as the platform, landing or floor surface.
R311.7.11.2 Handrails of alternating tread devices. Handrails shall be provided on both sides of alternating tread devices and shall comply with Sections R311.7.8.2 to R311.7.8.4. Handrail height shall be uniform, not less than 30 inches (762 mm) and not more than 34 inches (864 mm).
R311.7.12 Ships ladders. Ships ladders shall not be used as an element of a means of egress. Ships ladders shall be permitted provided that a required means of egress stairway or ramp serves the same space at each adjoining level or where a means of egress is not required. The clear width at and below the handrails shall be not less than 20 inches.
R311.7.12.1 Treads of ships ladders. Treads shall have a depth of not less than 5 inches (127 mm). The tread shall be projected such that the total of the tread depth plus the nosing projection is not less than 81/2 inches (216 mm). The riser height shall be not more than 91/2 inches (241 mm).

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

R311.7.12.2 Handrails of ships ladders. Handrails shall be provided on both sides of ships ladders and shall comply with Sections R311.7.8.2 to R311.7.8.4. Handrail height shall be uniform, not less than 30 inches (762 mm) and not more than 34 inches (864 mm).
R311.8 Ramps.
R311.8.1 Maximum slope. Ramps serving the egress door required by Section R311.2 shall have a slope of not more than 1 unit vertical in 12 units horizontal (8.3-percent slope). All other ramps shall have a maximum slope of 1 unit vertical in 8 units horizontal (12.5 percent).
Exception: Where it is technically infeasible to comply because of site constraints, ramps shall have a slope of not more than 1 unit vertical in 8 units horizontal (12.5 percent).
R311.8.2 Landings required. There shall be a floor or landing at the top and bottom of each ramp, where doors open onto ramps, and where ramps change directions. The width of the landing perpendicular to the ramp slope shall be not less than 36 inches (914 mm).
R311.8.3 Handrails required. Handrails shall be provided on not less than one side of ramps exceeding a slope of one unit vertical in 12 units horizontal (8.33-percent slope).
R311.8.3.1 Height. Handrail height, measured above the finished surface of the ramp slope, shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm).
R311.8.3.2 Grip size. Handrails on ramps shall comply with Section R311.7.8.3.
R311.8.3.3 Continuity. Handrails where required on ramps shall be continuous for the full length of the ramp. Handrail ends shall be returned or shall terminate in newel posts or safety terminals. Handrails adjacent to a wall shall have a space of not less than 11/2 inches (38 mm) between the wall and the handrails.
SECTION R312 GUARDS AND WINDOW FALL PROTECTION
R312.1 Guards. Guards shall be provided in accordance with Sections R312.1.1 through R312.1.4.
R312.1.1 Where required. Guards shall be located along open-sided walking surfaces, including stairs, ramps and landings, that are located more than 30 inches (762 mm) measured vertically to the floor or grade below at any point within 36 inches (914 mm) horizontally to the edge of the open side. Insect screening shall not be considered as a guard.
R312.1.2 Height. Required guards at open-sided walking surfaces, including stairs, porches, balconies or landings, shall be not less than 36 inches (914 mm) in height as

measured vertically above the adjacent walking surface or the line connecting the leading edges of the treads.
Exceptions:
1. Guards on the open sides of stairs shall have a height not less than 34 inches (864 mm) measured vertically from a line connecting the leading edges of the treads.
2. Where the top of the guard serves as a handrail on the open sides of stairs, the top of the guard shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm) as measured vertically from a line connecting the leading edges of the treads.
R312.1.3 Opening limitations. Required guards shall not have openings from the walking surface to the required guard height that allow passage of a sphere 4 inches (102 mm) in diameter.
Exceptions:
1. The triangular openings at the open side of stair, formed by the riser, tread and bottom rail of a guard, shall not allow passage of a sphere 6 inches (153 mm) in diameter.
2. Guards on the open side of stairs shall not have openings that allow passage of a sphere 43/8 inches (111 mm) in diameter.
R312.1.4 Exterior plastic composite guards. Plastic composite exterior guards shall comply with the requirements of Section R317.4.
R312.2 Window fall protection. Window fall protection shall be provided in accordance with Sections R312.2.1 and R312.2.2.
R312.2.1 Window sills. In dwelling units, where the top of the sill of an operable window opening is located less than 24 inches (610 mm) above the finished floor and greater than 72 inches (1829 mm) above the finished grade or other surface below on the exterior of the building, the operable window shall comply with one of the following:
1. Operable windows with openings that will not allow a 4-inch-diameter (102 mm) sphere to pass through the opening where the opening is in its largest opened position.
2. Operable windows that are provided with window fall prevention devices that comply with ASTM F 2090.
3. Operable windows that are provided with window opening control devices that comply with Section R312.2.2.
R312.2.2 Window opening control devices. Window opening control devices shall comply with ASTM F 2090. The window opening control device, after operation to release the control device allowing the window to fully open, shall not reduce the net clear opening area of the window unit to less than the area required by Section R310.2.1.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

SECTION R313 AUTOMATIC FIRE SPRINKLER SYSTEMS
R313.1 Townhouse automatic fire sprinkler systems. An automatic residential fire sprinkler system shall be installed in townhouses.
Exception: An automatic residential fire sprinkler system shall not be required where additions or alterations are made to existing townhouses that do not have an automatic residential fire sprinkler system installed.
R313.1.1 Design and installation. Automatic residential fire sprinkler systems for townhouses shall be designed and installed in accordance with Section P2904 or NFPA 13D.
R313.2 One- and two-family dwellings automatic fire systems. An automatic residential fire sprinkler system shall be installed in one- and two-family dwellings.
Exception: An automatic residential fire sprinkler system shall not be required for additions or alterations to existing buildings that are not already provided with an automatic residential sprinkler system.
R313.2.1 Design and installation. Automatic residential fire sprinkler systems shall be designed and installed in accordance with Section P2904 or NFPA 13D.
SECTION R314 SMOKE ALARMS
R314.1 General. Smoke alarms shall comply with NFPA 72 and Section R314.
R314.1.1 Listings. Smoke alarms shall be listed in accordance with UL 217. Combination smoke and carbon monoxide alarms shall be listed in accordance with UL 217 and UL 2034.
R314.2 Where required. Smoke alarms shall be provided in accordance with this section.
R314.2.1 New construction. Smoke alarms shall be provided in dwelling units.
R314.2.2 Alterations, repairs and additions. Where alterations, repairs or additions requiring a permit occur, or where one or more sleeping rooms are added or created in existing dwellings, the individual dwelling unit shall be equipped with smoke alarms located as required for new dwellings.
Exceptions:
1. Work involving the exterior surfaces of dwellings, such as the replacement of roofing or siding, the addition or replacement of windows or doors, or the addition of a porch or deck, are exempt from the requirements of this section.
2. Installation, alteration or repairs of plumbing or mechanical systems are exempt from the requirements of this section.
R314.3 Location. Smoke alarms shall be installed in the following locations:
1. In each sleeping room.

2. Outside each separate sleeping area in the immediate vicinity of the bedrooms.
3. On each additional story of the dwelling, including basements and habitable attics and not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level.
4. Smoke alarms shall be installed not less than 3 feet (914 mm) horizontally from the door or opening of a bathroom that contains a bathtub or shower unless this would prevent placement of a smoke alarm required by Section R314.3.
R314.3.1 Installation near cooking appliances. Smoke alarms shall not be installed in the following locations unless this would prevent placement of a smoke alarm in a location required by Section R314.3.
1. Ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance.
2. Ionization smoke alarms with an alarm-silencing switch shall not be installed less than 10 feet (3048 mm) horizontally from a permanently installed cooking appliance.
3. Photoelectric smoke alarms shall not be installed less than 6 feet (1828 mm) horizontally from a permanently installed cooking appliance.
R314.4 Interconnection. Where more than one smoke alarm is required to be installed within an individual dwelling unit in accordance with Section R314.3, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the individual dwelling unit. Physical interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm.
Exception: Interconnection of smoke alarms in existing areas shall not be required where alterations or repairs do not result in removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space or basement available that could provide access for interconnection without the removal of interior finishes.
R314.5 Combination alarms. Combination smoke and carbon monoxide alarms shall be permitted to be used in lieu of smoke alarms.
R314.6 Power source. Smoke alarms shall receive their primary power from the building wiring where such wiring is served from a commercial source and, where primary power is interrupted, shall receive power from a battery. Wiring shall be permanent and without a disconnecting switch other than those required for overcurrent protection.
Exceptions:
1. Smoke alarms shall be permitted to be battery operated where installed in buildings without commercial power.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

2. Smoke alarms installed in accordance with Section R314.2.2 shall be permitted to be battery powered.
R314.7 Fire alarm systems. Fire alarm systems shall be permitted to be used in lieu of smoke alarms and shall comply with Sections R314.7.1 through R314.7.4.
R314.7.1 General. Fire alarm systems shall comply with the provisions of this code and the household fire warning equipment provisions of NFPA 72. Smoke detectors shall be listed in accordance with UL 268.
R314.7.2 Location. Smoke detectors shall be installed in the locations specified in Section R314.3.
R314.7.3 Permanent fixture. Where a household fire alarm system is installed, it shall become a permanent fixture of the occupancy, owned by the homeowner.
R314.7.4 Combination detectors. Combination smoke and carbon monoxide detectors shall be permitted to be installed in fire alarm systems in lieu of smoke detectors, provided that they are listed in accordance with UL 268 and UL 2075.
SECTION R315 CARBON MONOXIDE ALARMS
R315.1 General. Carbon monoxide alarms shall comply with Section R315.
R315.1.1 Listings. Carbon monoxide alarms shall be listed in accordance with UL 2034. Combination carbon monoxide and smoke alarms shall be listed in accordance with UL 2034 and UL 217.
R315.2 Where required. Carbon monoxide alarms shall be provided in accordance with Sections R315.2.1 and R315.2.2.
R315.2.1 New construction. For new construction, carbon monoxide alarms shall be provided in dwelling units where either or both of the following conditions exist.
1. The dwelling unit contains a fuel-fired appliance.
2. The dwelling unit has an attached garage with an opening that communicates with the dwelling unit.
R315.2.2 Alterations, repairs and additions. Where alterations, repairs or additions requiring a permit occur, or where one or more sleeping rooms are added or created in existing dwellings, the individual dwelling unit shall be equipped with carbon monoxide alarms located as required for new dwellings.
Exceptions:
1. Work involving the exterior surfaces of dwellings, such as the replacement of roofing or siding, or the addition or replacement of windows or doors, or the addition of a porch or deck, is exempt from the requirements of this section.
2. Installation, alteration or repairs of plumbing or mechanical systems are exempt from the requirements of this section.
R315.3 Location. Carbon monoxide alarms in dwelling units shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms. Where a fuel-burning

appliance is located within a bedroom or its attached bathroom, a carbon monoxide alarm shall be installed within the bedroom.
R315.4 Combination alarms. Combination carbon monoxide and smoke alarms shall be permitted to be used in lieu of carbon monoxide alarms.
R315.5 Power source. Carbon monoxide alarms shall receive their primary power from the building wiring where such wiring is served from a commercial source and, where primary power is interrupted, shall receive power from a battery. Wiring shall be permanent and without a disconnecting switch other than those required for overcurrent protection.
Exceptions:
1. Carbon monoxide alarms shall be permitted to be battery operated where installed in buildings without commercial power.
2. Carbon monoxide alarms installed in accordance with Section R315.2.2 shall be permitted to be battery powered.
R315.6 Carbon monoxide detection systems. Carbon monoxide detection systems shall be permitted to be used in lieu of carbon monoxide alarms and shall comply with Sections R315.6.1 through R315.6.4.
R315.6.1 General. Household carbon monoxide detection systems shall comply with NFPA 720. Carbon monoxide detectors shall be listed in accordance with UL 2075.
R315.6.2 Location. Carbon monoxide detectors shall be installed in the locations specified in Section R315.3. These locations supersede the locations specified in NFPA 720.
R315.6.3 Permanent fixture. Where a household carbon monoxide detection system is installed, it shall become a permanent fixture of the occupancy and owned by the homeowner.
R315.6.4 Combination detectors. Combination carbon monoxide and smoke detectors shall be permitted to be installed in carbon monoxide detection systems in lieu of carbon monoxide detectors, provided that they are listed in accordance with UL 2075 and UL 268.
SECTION R316 FOAM PLASTIC
R316.1 General. The provisions of this section shall govern the materials, design, application, construction and installation of foam plastic materials.
R316.2 Labeling and identification. Packages and containers of foam plastic insulation and foam plastic insulation components delivered to the job site shall bear the label of an approved agency showing the manufacturer's name, the product listing, product identification and information sufficient to determine that the end use will comply with the requirements.
R316.3 Surface burning characteristics. Unless otherwise allowed in Section R316.5, foam plastic or foam plastic cores used as a component in manufactured assemblies used in

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

building construction shall have a flame spread index of not more than 75 and shall have a smoke-developed index of not more than 450 when tested in the maximum thickness and density intended for use in accordance with ASTM E 84 or UL 723. Loose-fill-type foam plastic insulation shall be tested as board stock for the flame spread index and smokedeveloped index.
Exception: Foam plastic insulation more than 4 inches (102 mm) thick shall have a flame spread index of not more than 75 and a smoke-developed index of not more than 450 where tested at a thickness of not more than 4 inches (102 mm), provided that the end use is approved in accordance with Section R316.6 using the thickness and density intended for use.
R316.4 Thermal barrier. Unless otherwise allowed in Section R316.5, foam plastic shall be separated from the interior of a building by an approved thermal barrier of not less than 1/2-inch (12.7 mm) gypsum wallboard, 23/32-inch (18.2 mm) wood structural panel or a material that is tested in accordance with and meets the acceptance criteria of both the Temperature Transmission Fire Test and the Integrity Fire Test of NFPA 275.
R316.5 Specific requirements. The following requirements shall apply to these uses of foam plastic unless specifically approved in accordance with Section R316.6 or by other sections of the code or the requirements of Sections R316.2 through R316.4 have been met.
R316.5.1 Masonry or concrete construction. The thermal barrier specified in Section R316.4 is not required in a masonry or concrete wall, floor or roof when the foam plastic insulation is separated from the interior of the building by not less than a 1-inch (25 mm) thickness of masonry or concrete.
R316.5.2 Roofing. The thermal barrier specified in Section R316.4 is not required where the foam plastic in a roof assembly or under a roof covering is installed in accordance with the code and the manufacturer's instructions and is separated from the interior of the building by tongue-and-groove wood planks or wood structural panel sheathing, in accordance with Section R803, that is not less than 15/32 inch (11.9 mm) thick bonded with exterior glue, identified as Exposure 1 and with edges supported by blocking or tongue-and-groove joints or an equivalent material. The smoke-developed index for roof applications shall not be limited.
R316.5.3 Attics. The thermal barrier specified in Section R316.4 is not required where all of the following apply:
1. Attic access is required by Section R807.1.
2. The space is entered only for purposes of repairs or maintenance.
3. The foam plastic insulation has been tested in accordance with Section R316.6 or the foam plastic insulation is protected against ignition using one of the following ignition barrier materials:
3.1. 11/2-inch-thick (38 mm) mineral fiber insulation.

3.2. 1/4-inch-thick (6.4 mm) wood structural panels.
3.3. 3/8-inch (9.5 mm) particleboard.
3.4. 1/4-inch (6.4 mm) hardboard.
3.5. 3/8-inch (9.5 mm) gypsum board.
3.6. Corrosion-resistant steel having a base metal thickness of 0.016 inch (0.406 mm).
3.7. 11/2-inch-thick (38 mm) cellulose insulation; or
3.8. 1/4-inch (6.4 mm) fiber-cement panel, soffit or backer board.
The ignition barrier is not required where the foam plastic insulation has been tested in accordance with Section R316.6.
R316.5.4 Crawl spaces. The thermal barrier specified in Section R316.4 is not required where all of the following apply:
1. Crawl space access is required by Section R408.4.
2. Entry is made only for purposes of repairs or maintenance.
3. The foam plastic insulation has been tested in accordance with Section R316.6 or the foam plastic insulation is protected against ignition using one of the following ignition barrier materials:
3.1. 11/2-inch-thick (38 mm) mineral fiber insulation;
3.2. 1/4-inch-thick (6.4 mm) wood structural panels;
3.3. 3/8-inch (9.5 mm) particleboard;
3.4. 1/4-inch (6.4 mm) hardboard;
3.5. 3/8-inch (9.5 mm) gypsum board; or
3.6. Corrosion-resistant steel having a base metal thickness of 0.016 inch (0.406 mm).
R316.5.5 Foam-filled exterior doors. Foam-filled exterior doors are exempt from the requirements of Sections R316.3 and R316.4.
R316.5.6 Foam-filled garage doors. Foam-filled garage doors in attached or detached garages are exempt from the requirements of Sections R316.3 and R316.4.
R316.5.7 Foam backer board. The thermal barrier specified in Section R316.4 is not required where siding backer board foam plastic insulation has a thickness of not more than 0.5 inch (12.7 mm) and a potential heat of not more than 2000 Btu per square foot (22 720 kJ/m2) when tested in accordance with NFPA 259 provided that:
1. The foam plastic insulation is separated from the interior of the building by not less than 2 inches (51 mm) of mineral fiber insulation;
2. The foam plastic insulation is installed over existing exterior wall finish in conjunction with re-siding; or

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

3. The foam plastic insulation has been tested in accordance with Section R316.6.
R316.5.8 Re-siding. The thermal barrier specified in Section R316.4 is not required where the foam plastic insulation is installed over existing exterior wall finish in conjunction with re-siding provided that the foam plastic has a thickness of not more than 0.5 inch (12.7 mm) and a potential heat of not more than 2000 Btu per square foot (22 720 kJ/m2) when tested in accordance with NFPA 259.
R316.5.9 Interior trim. The thermal barrier specified in Section R316.4 is not required for exposed foam plastic interior trim, provided that all of the following are met:
1. The density is not less than 20 pounds per cubic foot (320 kg/m3).
2. The thickness of the trim is not more than 0.5 inch (12.7 mm) and the width is not more than 8 inches (204 mm).
3. The interior trim shall not constitute more than 10 percent of the aggregate wall and ceiling area of any room or space.
4. The flame spread index does not exceed 75 when tested per ASTM E 84 or UL 723. The smoke-developed index is not limited.
R316.5.10 Interior finish. Foam plastics shall be permitted as interior finish where approved in accordance with Section R316.6. Foam plastics that are used as an interior finish shall meet the flame spread index and smoke-developed index requirements of Sections R302.9.1 and R302.9.2.
R316.5.11 Sill plates and headers. Foam plastic shall be permitted to be spray applied to sill plates and headers or installed in the perimeter joist space without the thermal barrier specified in Section R316.4 subject to all of the following:
1. The thickness of the foam plastic shall be not more than 31/4 inches (83 mm).
2. The density of the foam plastic shall be in the range of 0.5 to 2.0 pounds per cubic foot (8 to 32 kg/m3).
3. The foam plastic shall have a flame spread index of 25 or less and an accompanying smoke-developed index of 450 or less when tested in accordance with ASTM E 84 or UL 723.
R316.5.12 Sheathing. Foam plastic insulation used as sheathing shall comply with Section R316.3 and Section R316.4. Where the foam plastic sheathing is exposed to the attic space at a gable or kneewall, the provisions of Section R316.5.3 shall apply. Where foam plastic insulation is used as exterior wall sheathing on framed wall assemblies, it shall comply with Section R316.8.
R316.5.13 Floors. The thermal barrier specified in Section R316.4 is not required to be installed on the walking surface of a structural floor system that contains foam plastic insulation when the foam plastic is covered by not more than a nominal 1/2-inch-thick (12.7 mm) wood structural panel or equivalent. The thermal barrier specified in Section R316.4 is required on the underside of the struc-

tural floor system that contains foam plastic insulation when the underside of the structural floor system is exposed to the interior of the building.
R316.6 Specific approval. Foam plastic not meeting the requirements of Sections R316.3 through R316.5 shall be specifically approved on the basis of one of the following approved tests: NFPA 286 with the acceptance criteria of Section R302.9.4, FM 4880, UL 1040 or UL 1715, or fire tests related to actual end-use configurations. Approval shall be based on the actual end-use configuration and shall be performed on the finished foam plastic assembly in the maximum thickness intended for use. Assemblies tested shall include seams, joints and other typical details used in the installation of the assembly and shall be tested in the manner intended for use.
R316.7 Termite damage. The use of foam plastics in areas of "very heavy" termite infestation probability shall be in accordance with Section R318.4.
R316.8 Wind resistance. Foam plastic insulation complying with ASTM C 578 and ASTM C 1289 and used as exterior wall sheathing on framed wall assemblies shall comply with SBCA FS 100 for wind pressure resistance unless installed directly over a sheathing material that is separately capable of resisting the wind load or otherwise exempted from the scope of SBCA FS 100.
SECTION R317 PROTECTION OF WOOD AND WOOD-BASED
PRODUCTS AGAINST DECAY
R317.1 Location required. Protection of wood and woodbased products from decay shall be provided in the following locations by the use of naturally durable wood or wood that is preservative-treated in accordance with AWPA U1 for the species, product, preservative and end use. Preservatives shall be listed in Section 4 of AWPA U1.
1. Wood joists or the bottom of a wood structural floor when closer than 18 inches (457 mm) or wood girders when closer than 12 inches (305 mm) to the exposed ground in crawl spaces or unexcavated area located within the periphery of the building foundation.
2. Wood framing members that rest on concrete or masonry exterior foundation walls and are less than 8 inches (203 mm) from the exposed ground.
3. Sills and sleepers on a concrete or masonry slab that is in direct contact with the ground unless separated from such slab by an impervious moisture barrier.
4. The ends of wood girders entering exterior masonry or concrete walls having clearances of less than 1/2 inch (12.7 mm) on tops, sides and ends.
5. Wood siding, sheathing and wall framing on the exterior of a building having a clearance of less than 6 inches (152 mm) from the ground or less than 2 inches (51 mm) measured vertically from concrete steps, porch slabs, patio slabs and similar horizontal surfaces exposed to the weather.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

6. Wood structural members supporting moisture-permeable floors or roofs that are exposed to the weather, such as concrete or masonry slabs, unless separated from such floors or roofs by an impervious moisture barrier.
7. Wood furring strips or other wood framing members attached directly to the interior of exterior masonry walls or concrete walls below grade except where an approved vapor retarder is applied between the wall and the furring strips or framing members.
R317.1.1 Field treatment. Field-cut ends, notches and drilled holes of preservative-treated wood shall be treated in the field in accordance with AWPA M4.
R317.1.2 Ground contact. All wood in contact with the ground, embedded in concrete in direct contact with the ground or embedded in concrete exposed to the weather that supports permanent structures intended for human occupancy shall be approved pressure-preservative-treated wood suitable for ground contact use, except that untreated wood used entirely below groundwater level or continuously submerged in fresh water shall not be required to be pressure-preservative treated.
R317.1.3 Geographical areas. In geographical areas where experience has demonstrated a specific need, approved naturally durable or pressure-preservativetreated wood shall be used for those portions of wood members that form the structural supports of buildings, balconies, porches or similar permanent building appurtenances when those members are exposed to the weather without adequate protection from a roof, eave, overhang or other covering that would prevent moisture or water accumulation on the surface or at joints between members. Depending on local experience, such members may include:
1. Horizontal members such as girders, joists and decking.
2. Vertical members such as posts, poles and columns.
3. Both horizontal and vertical members.
R317.1.4 Wood columns. Wood columns shall be approved wood of natural decay resistance or approved pressure-preservative-treated wood.
Exceptions:
1. Columns exposed to the weather or in basements where supported by concrete piers or metal pedestals projecting 1 inch (25 mm) above a concrete floor or 6 inches (152 mm) above exposed earth and the earth is covered by an approved impervious moisture barrier.
2. Columns in enclosed crawl spaces or unexcavated areas located within the periphery of the building when supported by a concrete pier or metal pedestal at a height more than 8 inches (203 mm) from exposed earth and the earth is covered by an impervious moisture barrier.
3. Deck posts supported by concrete piers or metal pedestals projecting not less than 1 inch (25 mm)

above a concrete floor or 6 inches (152 mm) above exposed earth.
R317.1.5 Exposed glued-laminated timbers. The portions of glued-laminated timbers that form the structural supports of a building or other structure and are exposed to weather and not properly protected by a roof, eave or similar covering shall be pressure treated with preservative, or be manufactured from naturally durable or preservativetreated wood.
R317.2 Quality mark. Lumber and plywood required to be pressure-preservative treated in accordance with Section R318.1 shall bear the quality mark of an approved inspection agency that maintains continuing supervision, testing and inspection over the quality of the product and that has been approved by an accreditation body that complies with the requirements of the American Lumber Standard Committee treated wood program.
R317.2.1 Required information. The required quality mark on each piece of pressure-preservative-treated lumber or plywood shall contain the following information:
1. Identification of the treating plant.
2. Type of preservative.
3. The minimum preservative retention.
4. End use for which the product was treated.
5. Standard to which the product was treated.
6. Identity of the approved inspection agency.
7. The designation "Dry," if applicable.
Exception: Quality marks on lumber less than 1 inch (25 mm) nominal thickness, or lumber less than nominal 1 inch by 5 inches (25 mm by 127 mm) or 2 inches by 4 inches (51 mm by 102 mm) or lumber 36 inches (914 mm) or less in length shall be applied by stamping the faces of exterior pieces or by end labeling not less than 25 percent of the pieces of a bundled unit.
R317.3 Fasteners and connectors in contact with preservative-treated and fire-retardant-treated wood. Fasteners, including nuts and washers, and connectors in contact with preservative-treated wood and fire-retardant-treated wood shall be in accordance with this section. The coating weights for zinc-coated fasteners shall be in accordance with ASTM A 153. Stainless steel driven fasteners shall be in accordance with the material requirements of ASTM F 1667.
R317.3.1 Fasteners for preservative-treated wood. Fasteners, including nuts and washers, for preservativetreated wood shall be of hot-dipped, zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Coating types and weights for connectors in contact with preservative-treated wood shall be in accordance with the connector manufacturer's recommendations. In the absence of manufacturer's recommendations, a minimum of ASTM A 653 type G185 zinc-coated galvanized steel, or equivalent, shall be used.
Exceptions:
1. 1/2-inch-diameter (12.7 mm) or greater steel bolts.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

2. Fasteners other than nails and timber rivets shall be permitted to be of mechanically deposited zinc-coated steel with coating weights in accordance with ASTM B 695, Class 55 minimum.
3. Plain carbon steel fasteners in SBX/DOT and zinc borate preservative-treated wood in an interior, dry environment shall be permitted.
R317.3.2 Fastenings for wood foundations. Fastenings, including nuts and washers, for wood foundations shall be as required in AF&PA PWF.
R317.3.3 Fasteners for fire-retardant-treated wood used in exterior applications or wet or damp locations. Fasteners, including nuts and washers, for fire-retardanttreated wood used in exterior applications or wet or damp locations shall be of hot-dipped, zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails and timber rivets shall be permitted to be of mechanically deposited zinc-coated steel with coating weights in accordance with ASTM B 695, Class 55 minimum.
R317.3.4 Fasteners for fire-retardant-treated wood used in interior applications. Fasteners, including nuts and washers, for fire-retardant-treated wood used in interior locations shall be in accordance with the manufacturer's recommendations. In the absence of the manufacturer's recommendations, Section R317.3.3 shall apply.
R317.4 Plastic composites. Plastic composite exterior deck boards, stair treads, guards and handrails containing wood, cellulosic or other biodegradable materials shall comply with the requirements of Section R507.3.
SECTION R318 PROTECTION AGAINST SUBTERRANEAN TERMITES
R318.1 Subterranean termite control methods. In areas subject to damage from termites as indicated by Table R301.2(1), methods of protection shall be one, or a combination, of the following methods:
1. Chemical termiticide treatment in accordance with Section R318.2.
2. Termite baiting system installed and maintained in accordance with the label.
3. Pressure-preservative-treated wood in accordance with the provisions of Section R317.1.
4. Naturally durable termite-resistant wood.
5. Physical barriers in accordance with Section R318.3 and used in locations as specified in Section R317.1.
6. Cold-formed steel framing in accordance with Sections R505.2.1 and R603.2.1.
R318.1.1 Quality mark. Lumber and plywood required to be pressure-preservative treated in accordance with Section R318.1 shall bear the quality mark of an approved inspection agency that maintains continuing supervision,

testing and inspection over the quality of the product and that has been approved by an accreditation body that complies with the requirements of the American Lumber Standard Committee treated wood program.
R318.1.2 Field treatment. Field-cut ends, notches and drilled holes of pressure-preservative-treated wood shall be retreated in the field in accordance with AWPA M4.
R318.2 Chemical termiticide treatment. Chemical termiticide treatment shall include soil treatment or field-applied wood treatment. The concentration, rate of application and method of treatment of the chemical termiticide shall be in strict accordance with the termiticide label.
R318.3 Barriers. Approved physical barriers, such as metal or plastic sheeting or collars specifically designed for termite prevention, shall be installed in a manner to prevent termites from entering the structure. Shields placed on top of an exterior foundation wall are permitted to be used only if in combination with another method of protection.
R318.4 Foam plastic protection. In areas where the probability of termite infestation is "very heavy" as indicated in Figure R301.2(6), extruded and expanded polystyrene, polyisocyanurate and other foam plastics shall not be installed on the exterior face or under interior or exterior foundation walls or slab foundations located below grade. The clearance between foam plastics installed above grade and exposed earth shall be not less than 6 inches (152 mm).
Exceptions:
1. Buildings where the structural members of walls, floors, ceilings and roofs are entirely of noncombustible materials or pressure-preservative-treated wood.
2. Where in addition to the requirements of Section R318.1, an approved method of protecting the foam plastic and structure from subterranean termite damage is used.
3. On the interior side of basement walls.
SECTION R319 SITE ADDRESS
R319.1 Address identification. Buildings shall be provided with approved address identification. The address identification shall be legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters. Numbers shall not be spelled out. Each character shall be not less than 4 inches (102 mm) in height with a stroke width of not less than 0.5 inch (12.7 mm). Where required by the fire code official, address identification shall be provided in additional approved locations to facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the public way, a monument, pole or other sign or means shall be used to identify the structure. Address identification shall be maintained.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

SECTION R320 ACCESSIBILITY
R320.1 Scope. Where there are four or more dwelling units or sleeping units in a single structure, the provisions of Chapter 11 of the International Building Code for Group R-3 shall apply.
R320.1.1 Guestrooms. A dwelling with guestrooms shall comply with the provisions of Chapter 11 of the International Building Code for Group R-3. For the purpose of applying the requirements of Chapter 11 of the International Building Code, guestrooms shall be considered to be sleeping units.
Exception: Owner-occupied lodging houses with five or fewer guestrooms constructed in accordance with the International Residential Code are not required to be accessible.
SECTION R321 ELEVATORS AND PLATFORM LIFTS
R321.1 Elevators. Where provided, passenger elevators, limited-use and limited-application elevators or private residence elevators shall comply with ASME A17.1/CSA B44.
R321.2 Platform lifts. Where provided, platform lifts shall comply with ASME A18.1.
R321.3 Accessibility. Elevators or platform lifts that are part of an accessible route required by Chapter 11 of the International Building Code, shall comply with ICC A117.1.
SECTION R322 FLOOD-RESISTANT CONSTRUCTION
R322.1 General. Buildings and structures constructed in whole or in part in flood hazard areas, including A or V Zones and Coastal A Zones, as established in Table R301.2(1), and substantial improvement and restoration of substantial damage of buildings and structures in flood hazard areas, shall be designed and constructed in accordance with the provisions contained in this section. Buildings and structures that are located in more than one flood hazard area shall comply with the provisions associated with the most restrictive flood hazard area. Buildings and structures located in whole or in part in identified floodways shall be designed and constructed in accordance with ASCE 24.
R322.1.1 Alternative provisions. As an alternative to the requirements in Section R322, ASCE 24 is permitted subject to the limitations of this code and the limitations therein.
R322.1.2 Structural systems. Structural systems of buildings and structures shall be designed, connected and anchored to resist flotation, collapse or permanent lateral movement due to structural loads and stresses from flooding equal to the design flood elevation.
R322.1.3 Flood-resistant construction. Buildings and structures erected in areas prone to flooding shall be constructed by methods and practices that minimize flood damage.

R322.1.4 Establishing the design flood elevation. The design flood elevation shall be used to define flood hazard areas. At a minimum, the design flood elevation shall be the higher of the following:
1. The base flood elevation at the depth of peak elevation of flooding, including wave height, that has a 1 percent (100-year flood) or greater chance of being equaled or exceeded in any given year; or
2. The elevation of the design flood associated with the area designated on a flood hazard map adopted by the community, or otherwise legally designated.
R322.1.4.1 Determination of design flood elevations. If design flood elevations are not specified, the building official is authorized to require the applicant to comply with either of the following:
1. Obtain and reasonably use data available from a federal, state or other source; or
2. Determine the design flood elevation in accordance with accepted hydrologic and hydraulic engineering practices used to define special flood hazard areas. Determinations shall be undertaken by a registered design professional who shall document that the technical methods used reflect currently accepted engineering practice. Studies, analyses and computations shall be submitted in sufficient detail to allow thorough review and approval.
R322.1.4.2 Determination of impacts. In riverine flood hazard areas where design flood elevations are specified but floodways have not been designated, the applicant shall demonstrate that the effect of the proposed buildings and structures on design flood elevations, including fill, when combined with other existing and anticipated flood hazard area encroachments, will not increase the design flood elevation more than 1 foot (305 mm) at any point within the jurisdiction.
R322.1.5 Lowest floor. The lowest floor shall be the lowest floor of the lowest enclosed area, including basement, and excluding any unfinished flood-resistant enclosure that is useable solely for vehicle parking, building access or limited storage provided that such enclosure is not built so as to render the building or structure in violation of this section.
R322.1.6 Protection of mechanical, plumbing and electrical systems. Electrical systems, equipment and components; heating, ventilating, air conditioning; plumbing appliances and plumbing fixtures; duct systems; and other service equipment shall be located at or above the elevation required in Section R322.2 or R322.3. If replaced as part of a substantial improvement, electrical systems, equipment and components; heating, ventilating, air conditioning and plumbing appliances and plumbing fixtures; duct systems; and other service equipment shall meet the requirements of this section. Systems, fixtures, and equipment and components shall not be mounted on or penetrate through walls intended to break away under flood loads.
Exception: Locating electrical systems, equipment and components; heating, ventilating, air conditioning;

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

plumbing appliances and plumbing fixtures; duct systems; and other service equipment is permitted below the elevation required in Section R322.2 or R322.3 provided that they are designed and installed to prevent water from entering or accumulating within the components and to resist hydrostatic and hydrodynamic loads and stresses, including the effects of buoyancy, during the occurrence of flooding to the design flood elevation in accordance with ASCE 24. Electrical wiring systems are permitted to be located below the required elevation provided that they conform to the provisions of the electrical part of this code for wet locations.
R322.1.7 Protection of water supply and sanitary sewage systems. New and replacement water supply systems shall be designed to minimize or eliminate infiltration of flood waters into the systems in accordance with the plumbing provisions of this code. New and replacement sanitary sewage systems shall be designed to minimize or eliminate infiltration of floodwaters into systems and discharges from systems into floodwaters in accordance with the plumbing provisions of this code and Chapter 3 of the International Private Sewage Disposal Code.
R322.1.8 Flood-resistant materials. Building materials and installation methods used for flooring and interior and exterior walls and wall coverings below the elevation required in Section R322.2 or R322.3 shall be flood damage-resistant materials that conform to the provisions of FEMA TB-2.
R322.1.9 Manufactured homes. The bottom of the frame of new and replacement manufactured homes on foundations that conform to the requirements of Section R322.2 or R322.3, as applicable, shall be elevated to or above the elevations specified in Section R322.2 (flood hazard areas including A Zones) or R322.3 in coastal high-hazard areas (V Zones and Coastal A Zones). The anchor and tie-down requirements of the applicable state or federal requirements shall apply. The foundation and anchorage of manufactured homes to be located in identified floodways shall be designed and constructed in accordance with ASCE 24.
R322.1.10 As-built elevation documentation. A registered design professional shall prepare and seal documentation of the elevations specified in Section R322.2 or R322.3.
R322.2 Flood hazard areas (including A Zones). Areas that have been determined to be prone to flooding and that are not subject to high-velocity wave action shall be designated as flood hazard areas. Flood hazard areas that have been delineated as subject to wave heights between 11/2 feet (457 mm) and 3 feet (914 mm) or otherwise designated by the jurisdiction shall be designated as Coastal A Zones and are subject to the requirements of Section R322.3. Buildings and structures constructed in whole or in part in flood hazard areas shall be designed and constructed in accordance with Sections R322.2.1 through R322.2.3.
R322.2.1 Elevation requirements.
1. Buildings and structures in flood hazard areas, including flood hazard areas designated as Coastal

A Zones, shall have the lowest floors elevated to or above the base flood elevation plus 1 foot (305 mm), or the design flood elevation.
2. In areas of shallow flooding (AO Zones), buildings and structures shall have the lowest floor (including basement) elevated to a height of not less than the highest adjacent grade as the depth number specified in feet (mm) on the FIRM plus 1 foot (305 mm), or not less than 3 feet (15 mm) if a depth number is not specified.
3. Basement floors that are below grade on all sides shall be elevated to or above base flood elevation plus 1 foot (305 mm), or the design flood elevation, whichever is higher.
Exception: Enclosed areas below the design flood elevation, including basements with floors that are not below grade on all sides, shall meet the requirements of Section R322.2.2.
R322.2.2 Enclosed area below design flood elevation. Enclosed areas, including crawl spaces, that are below the design flood elevation shall:
1. Be used solely for parking of vehicles, building access or storage.
2. Be provided with flood openings that meet the following criteria and are installed in accordance with Section R322.2.2.1:
2.1. The total net area of openings shall be not less than 1 square inch (645 mm2) for each square foot (0.093 m2) of enclosed area where the enclosed area is measured on the exterior of the enclosure walls, or the openings shall be designed as engineered openings and the construction documents shall include a statement by a registered design professional that the design of the openings will provide for equalization of hydrostatic flood forces on exterior walls by allowing for the automatic entry and exit of floodwaters as specified in Section 2.6.2.2 of ASCE 24.
2.2. Openings shall be not less than 3 inches (76 mm) in any direction in the plane of the wall.
R322.2.2.1 Installation of openings. The walls of enclosed areas shall have openings installed such that:
1. There shall be not less than two openings on different sides of each enclosed area; if a building has more than one enclosed area below the design flood elevation, each area shall have openings on exterior walls.
2. The bottom of each opening shall be not more than 1 foot (305 mm) above the higher of the final interior grade or floor and the finished exterior grade immediately under each opening.
3. Openings shall be permitted to be installed in doors and windows; doors and windows without

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

installed openings do not meet the requirements of this section.
R322.2.3 Foundation design and construction. Foundation walls for buildings and structures erected in flood hazard areas shall meet the requirements of Chapter 4.
Exception: Unless designed in accordance with Section R404:
1. The unsupported height of 6-inch (152 mm) plain masonry walls shall be not more than 3 feet (914 mm).
2. The unsupported height of 8-inch (203 mm) plain masonry walls shall be not more than 4 feet (1219 mm).
3. The unsupported height of 8-inch (203 mm) reinforced masonry walls shall be not more than 8 feet (2438 mm).
For the purpose of this exception, unsupported height is the distance from the finished grade of the under-floor space to the top of the wall.
R322.2.4 Tanks. Underground tanks shall be anchored to prevent flotation, collapse and lateral movement under conditions of the base flood. Above-ground tanks shall be installed at or above the elevation required in Section R322.2.1 or shall be anchored to prevent flotation, collapse and lateral movement under conditions of the base flood.
R322.3 Coastal high-hazard areas (including V Zones and Coastal A Zones, where designated). Areas that have been determined to be subject to wave heights in excess of 3 feet (914 mm) or subject to high-velocity wave action or waveinduced erosion shall be designated as coastal high-hazard areas. Flood hazard areas that have been designated as subject to wave heights between 11/2 feet (457 mm) and 3 feet (914 mm) or otherwise designated by the jurisdiction shall be designated as Coastal A Zones. Buildings and structures constructed in whole or in part in coastal high-hazard areas and coastal A Zones, where designated, shall be designed and constructed in accordance with Sections R322.3.1 through R322.3.7.
R322.3.1 Location and site preparation.
1. New buildings and buildings that are determined to be substantially improved pursuant to Section R105.3.1.1 shall be located landward of the reach of mean high tide.
2. For any alteration of sand dunes and mangrove stands, the building official shall require submission of an engineering analysis that demonstrates that the proposed alteration will not increase the potential for flood damage.
R322.3.2 Elevation requirements.
1. Buildings and structures erected within coastal highhazard areas and Coastal A Zones, shall be elevated so that the bottom of the lowest portion of horizontal structural members supporting the lowest floor, with the exception of piling, pile caps, columns, grade beams and bracing, is elevated to or above the base

flood elevation plus 1 foot (305 mm) or the design flood elevation, whichever is higher.
2. Basement floors that are below grade on all sides are prohibited.
3. The use of fill for structural support is prohibited.
4. Minor grading, and the placement of minor quantities of fill, shall be permitted for landscaping and for drainage purposes under and around buildings and for support of parking slabs, pool decks, patios and walkways.
5. Walls and partitions enclosing areas below the design flood elevation shall meet the requirements of Sections R322.3.4 and R322.3.5.
R322.3.3 Foundations. Buildings and structures erected in coastal high-hazard areas and Coastal A Zones shall be supported on pilings or columns and shall be adequately anchored to such pilings or columns. The space below the elevated building shall be either free of obstruction or, if enclosed with walls, the walls shall meet the requirements of Section R322.3.4. Pilings shall have adequate soil penetrations to resist the combined wave and wind loads (lateral and uplift). Water-loading values used shall be those associated with the design flood. Wind-loading values shall be those required by this code. Pile embedment shall include consideration of decreased resistance capacity caused by scour of soil strata surrounding the piling. Pile systems design and installation shall be certified in accordance with Section R322.3.6. Spread footing, mat, raft or other foundations that support columns shall not be permitted where soil investigations that are required in accordance with Section R401.4 indicate that soil material under the spread footing, mat, raft or other foundation is subject to scour or erosion from wave-velocity flow conditions. If permitted, spread footing, mat, raft or other foundations that support columns shall be designed in accordance with ASCE 24. Slabs, pools, pool decks and walkways shall be located and constructed to be structurally independent of buildings and structures and their foundations to prevent transfer of flood loads to the buildings and structures during conditions of flooding, scour or erosion from wave-velocity flow conditions, unless the buildings and structures and their foundations are designed to resist the additional flood load.
Exception: In Coastal A Zones, stem wall foundations supporting a floor system above and backfilled with soil or gravel to the underside of the floor system shall be permitted provided the foundations are designed to account for wave action, debris impact, erosion and local scour. Where soils are susceptible to erosion and local scour, stem wall foundations shall have deep footings to account for the loss of soil.
R322.3.4 Walls below design flood elevation. Walls and partitions are permitted below the elevated floor, provided that such walls and partitions are not part of the structural support of the building or structure and:
1. Electrical, mechanical and plumbing system components are not to be mounted on or penetrate through

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

walls that are designed to break away under flood loads; and
2. Are constructed with insect screening or open lattice; or
3. Are designed to break away or collapse without causing collapse, displacement or other structural damage to the elevated portion of the building or supporting foundation system. Such walls, framing and connections shall have a resistance of not less than 10 (479 Pa) and not more than 20 pounds per square foot (958 Pa) as determined using allowable stress design; or
4. Where wind loading values of this code exceed 20 pounds per square foot (958 Pa), the construction documents shall include documentation prepared and sealed by a registered design professional that:
4.1. The walls and partitions below the design flood elevation have been designed to collapse from a water load less than that which would occur during the base flood.
4.2. The elevated portion of the building and supporting foundation system have been designed to withstand the effects of wind and flood loads acting simultaneously on structural and nonstructural building components. Water-loading values used shall be those associated with the design flood. Wind-loading values shall be those required by this code.
5. Walls intended to break away under flood loads as specified in Item 3 or 4 have flood openings that meet the criteria in Section R322.2.2, Item 2.
6. In Coastal A Zones, walls shall be provided with flood openings that meet the criteria of Section R322.2.2.
R322.3.5 Enclosed areas below design flood elevation. Enclosed areas below the design flood elevation shall be used solely for parking of vehicles, building access or storage.
R322.3.5.1 Protection of building envelope. An exterior door that meets the requirements of Section R609 shall be installed at the top of stairs that provide access to the building and that are enclosed with walls designed to break away in accordance with Section R322.3.4.
R322.3.6 Construction documents. The construction documents shall include documentation that is prepared and sealed by a registered design professional that the design and methods of construction to be used meet the applicable criteria of this section.
R322.3.7 Tanks. Underground tanks shall be anchored to prevent flotation, collapse and lateral movement under conditions of the base flood. Above-ground tanks shall be installed at or above the elevation required in Section R322.3.2. Where elevated on platforms, the platforms shall be cantilevered from or knee braced to the building

or shall be supported on foundations that conform to the requirements of Section R322.3.
SECTION R323 STORM SHELTERS
R323.1 General. This section applies to storm shelters where constructed as separate detached buildings or where constructed as safe rooms within buildings for the purpose of providing refuge from storms that produce high winds, such as tornados and hurricanes. In addition to other applicable requirements in this code, storm shelters shall be constructed in accordance with ICC/NSSA-500.
SECTION 324 SOLAR ENERGY SYSTEMS
R324.1 General. Solar energy systems shall comply with the provisions of this section.
R324.2 Solar thermal systems. Solar thermal systems shall be designed and installed in accordance with Chapter 23 and the International Fire Code.
R324.3 Photovoltaic systems. Photovoltaic systems shall be designed and installed in accordance with Sections R324.3.1 through R324.7.2.5 and NFPA 70. Inverters shall be listed and labeled in accordance with UL 1741. Systems connected to the utility grid shall use inverters listed for utility interaction.
R324.3.1 Equipment listings. Photovoltaic panels and modules shall be listed and labeled in accordance with UL 1703.
R324.4 Rooftop-mounted photovoltaic systems. Rooftopmounted photovoltaic panel systems installed on or above the roof covering shall be designed and installed in accordance with Section R907.
R324.4.1 Roof live load. Roof structures that provide support for photovoltaic panel systems shall be designed for applicable roof live load. The design of roof structures need not include roof live load in the areas covered by photovoltaic panel systems. Portions of roof structures not covered by photovoltaic panels shall be designed for roof live load. Roof structures that provide support for photovoltaic panel systems shall be designed for live load, LR, for the load case where the photovoltaic panel system is not present.
R324.5 Building-integrated photovoltaic systems. Building-integrated photovoltaic systems that serve as roof coverings shall be designed and installed in accordance with Section R905.
R324.5.1 Photovoltaic shingles. Photovoltaic shingles shall comply with Section R905.16.
R324.6 Ground-mounted photovoltaic systems. Groundmounted photovoltaic systems shall be designed and installed in accordance with Section R301.
R324.6.1 Fire separation distances. Ground-mounted photovoltaic systems shall be subject to the fire separation distance requirements determined by the local jurisdiction.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BUILDING PLANNING

R324.7 Access and pathways. Roof access, pathways and spacing requirements shall be provided in accordance with Sections R324.7.1 through R324.7.2.5.
Exceptions:
1. Detached garages and accessory structures to oneand two-family dwellings and townhouses, such as parking shade structures, carports, solar trellises and similar structures.
2. Roof access, pathways and spacing requirements need not be provided where an alternative ventilation method approved by the code official has been provided or where the code official has determined that vertical ventilation techniques will not be employed.
R324.7.1 Roof access points. Roof access points shall be located in areas that do not require the placement of ground ladders over openings such as windows or doors, and located at strong points of building construction in locations where the access point does not conflict with overhead obstructions such as tree limbs, wires or signs.
R324.7.2 Solar photovoltaic systems. Solar photovoltaic systems shall comply with Sections R324.7.2.1 through R324.7.2.5.
R324.7.2.1 Size of solar photovoltaic array. Each photovoltaic array shall be limited to 150 feet by 150 feet (45 720 by 45 720 mm). Multiple arrays shall be separated by a clear access pathway not less than 3 feet (914 mm) in width.
R324.7.2.2 Hip roof layouts. Panels and modules installed on dwellings with hip roof layouts shall be located in a manner that provides a clear access pathway not less than 3 feet (914 mm) in width from the eave to the ridge on each roof slope where panels and modules are located. The access pathway shall be located at a structurally strong location on the building capable of supporting the live load of fire fighters accessing the roof.
Exception: These requirements shall not apply to roofs with slopes of 2 units vertical in 12 units horizontal (16.6 percent) and less.
R324.7.2.3 Single ridge roofs. Panels and modules installed on dwellings with a single ridge shall be located in a manner that provides two, 3-foot-wide (914 mm) access pathways from the eave to the ridge on each roof slope where panels or modules are located.
Exception: This requirement shall not apply to roofs with slopes of 2 units vertical in 12 units horizontal (16.6 percent) and less.
R324.7.2.4 Roofs with hips and valleys. Panels and modules installed on dwellings with roof hips or valleys shall not be located less than 18 inches (457 mm) from a hip or valley where panels or modules are to be placed on both sides of a hip or valley. Where panels are to be

located on one side only of a hip or valley that is of equal length, the 18-inch (457 mm) clearance does not apply.
Exception: These requirements shall not apply to roofs with slopes of 2 units vertical in 12 units horizontal (16.6 percent) and less.
R324.7.2.5 Allowance for smoke ventilation operations. Panels and modules installed on dwellings shall not be located less than 3 feet (914 mm) below the roof ridge to allow for fire department smoke ventilation operations.
Exception: Where an alternative ventilation method approved by the code official has been provided or where the code official has determined that vertical ventilation techniques will not be employed, clearance from the roof ridge is not required.
SECTION R325 MEZZANINES
R325.1 General. Mezzanines shall comply with Section R325.
R325.2 Mezzanines. The clear height above and below mezzanine floor construction shall be not less than 7 feet (2134 mm).
R325.3 Area limitation. The aggregate area of a mezzanine or mezzanines shall be not greater than one-third of the floor area of the room or space in which they are located. The enclosed portion of a room shall not be included in a determination of the floor area of the room in which the mezzanine is located.
R325.4 Means of egress. The means of egress for mezzanines shall comply with the applicable provisions of Section R311.
R325.5 Openness. Mezzanines shall be open and unobstructed to the room in which they are located except for walls not more than 42 inches (1067 mm) in height, columns and posts.
Exceptions:
1. Mezzanines or portions thereof are not required to be open to the room in which they are located, provided that the aggregate floor area of the enclosed space is not greater than 10 percent of the mezzanine area.
2. In buildings that are not more than two stories above grade plane and equipped throughout with an automatic sprinkler system in accordance with NFPA 13R or NFPA 13D, a mezzanine having two or more means of egress shall not be required to be open to the room in which the mezzanine is located.
SECTION R326 SWIMMING POOLS, SPAS AND HOT TUBS
R326.1 General. The design and construction of pools and spas shall comply with the International Swimming Pool and Spa Code.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

CHAPTER 4
FOUNDATIONS

SECTION R401 GENERAL
R401.1 Application. The provisions of this chapter shall control the design and construction of the foundation and foundation spaces for buildings. In addition to the provisions of this chapter, the design and construction of foundations in flood hazard areas as established by Table R301.2(1) shall meet the provisions of Section R322. Wood foundations shall be designed and installed in accordance with AWC PWF.
Exception: The provisions of this chapter shall be permitted to be used for wood foundations only in the following situations:
1. In buildings that have no more than two floors and a roof.
2. Where interior basement and foundation walls are constructed at intervals not exceeding 50 feet (15 240 mm).
Wood foundations in Seismic Design Category D0, D1 or D2 shall be designed in accordance with accepted engineering practice.
R401.2 Requirements. Foundation construction shall be capable of accommodating all loads in accordance with Section R301 and of transmitting the resulting loads to the supporting soil. Fill soils that support footings and foundations shall be designed, installed and tested in accordance with accepted engineering practice. Gravel fill used as footings for wood and precast concrete foundations shall comply with Section R403.
R401.3 Drainage. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collection that does not create a hazard. Lots shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches (152 mm) within the first 10 feet (3048 mm).
Exception: Where lot lines, walls, slopes or other physical barriers prohibit 6 inches (152 mm) of fall within 10 feet (3048 mm), drains or swales shall be constructed to ensure drainage away from the structure. Impervious surfaces within 10 feet (3048 mm) of the building foundation shall be sloped a minimum of 2 percent away from the building.
R401.4 Soil tests. Where quantifiable data created by accepted soil science methodologies indicate expansive, compressible, shifting or other questionable soil characteristics are likely to be present, the building official shall determine whether to require a soil test to determine the soil's characteristics at a particular location. This test shall be done by an approved agency using an approved method.
R401.4.1 Geotechnical evaluation. In lieu of a complete geotechnical evaluation, the load-bearing values in Table R401.4.1 shall be assumed.

TABLE R401.4.1 PRESUMPTIVE LOAD-BEARING VALUES OF
FOUNDATION MATERIALSa

CLASS OF MATERIAL

LOAD-BEARING PRESSURE
(pounds per square foot)

Crystalline bedrock Sedimentary and foliated rock

12,000 4,000

Sandy gravel and/or gravel (GW and GP)

3,000

Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC)

2,000

Clay, sandy, silty clay, clayey silt, silt and sandy siltclay (CL, ML, MH and CH)

1,500b

For SI: 1 pound per square foot = 0.0479 kPa. a. Where soil tests are required by Section R401.4, the allowable bearing
capacities of the soil shall be part of the recommendations.
b. Where the building official determines that in-place soils with an allowable bearing capacity of less than 1,500 psf are likely to be present at the site, the allowable bearing capacity shall be determined by a soils investigation.

R401.4.2 Compressible or shifting soil. Instead of a complete geotechnical evaluation, where top or subsoils are compressible or shifting, they shall be removed to a depth and width sufficient to ensure stable moisture content in each active zone and shall not be used as fill or stabilized within each active zone by chemical, dewatering or presaturation.

SECTION R402 MATERIALS
R402.1 Wood foundations. Wood foundation systems shall be designed and installed in accordance with the provisions of this code.
R402.1.1 Fasteners. Fasteners used below grade to attach plywood to the exterior side of exterior basement or crawlspace wall studs, or fasteners used in knee wall construction, shall be of Type 304 or 316 stainless steel. Fasteners used above grade to attach plywood and all lumber-tolumber fasteners except those used in knee wall construction shall be of Type 304 or 316 stainless steel, silicon bronze, copper, hot-dipped galvanized (zinc coated) steel nails, or hot-tumbled galvanized (zinc coated) steel nails. Electro-galvanized steel nails and galvanized (zinc coated) steel staples shall not be permitted.
R402.1.2 Wood treatment. All lumber and plywood shall be pressure-preservative treated and dried after treatment in accordance with AWPA U1 (Commodity Specification A, Use Category 4B and Section 5.2), and shall bear the label of an accredited agency. Where lumber and/or plywood is cut or drilled after treatment, the treated surface shall be field treated with copper naphthenate, the concentration of which shall contain a minimum of 2-percent

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

copper metal, by repeated brushing, dipping or soaking until the wood absorbs no more preservative.
R402.2 Concrete. Concrete shall have a minimum specified compressive strength of f c, as shown in Table R402.2. Concrete subject to moderate or severe weathering as indicated in Table R301.2(1) shall be air entrained as specified in Table R402.2. The maximum weight of fly ash, other pozzolans, silica fume, slag or blended cements that is included in concrete mixtures for garage floor slabs and for exterior porches, carport slabs and steps that will be exposed to deicing chemicals shall not exceed the percentages of the total weight of cementitious materials specified in Section 19.3.3.4 of ACI 318. Materials used to produce concrete and testing thereof shall comply with the applicable standards listed in Chapters 19 and 20 of ACI 318 or ACI 332.
R402.2.1 Materials for concrete. Materials for concrete shall comply with the requirements of Section R608.5.1.
R402.3 Precast concrete. Precast concrete foundations shall be designed in accordance with Section R404.5 and shall be installed in accordance with the provisions of this code and the manufacturer's instructions.
R402.3.1 Precast concrete foundation materials. Materials used to produce precast concrete foundations shall meet the following requirements.
1. All concrete used in the manufacture of precast concrete foundations shall have a minimum compressive strength of 5,000 psi (34 470 kPa) at 28 days. Concrete exposed to a freezing and thawing environment shall be air entrained with a minimum total air content of 5 percent.
2. Structural reinforcing steel shall meet the requirements of ASTM A 615, A 706 or A 996. The minimum yield strength of reinforcing steel shall be 40,000 psi (Grade 40) (276 MPa). Steel reinforcement for precast concrete foundation walls shall have a minimum concrete cover of 3/4 inch (19.1 mm).

3. Panel-to-panel connections shall be made with Grade II steel fasteners.
4. The use of nonstructural fibers shall conform to ASTM C 1116.
5. Grout used for bedding precast foundations placed upon concrete footings shall meet ASTM C 1107.
R402.4 Masonry. Masonry systems shall be designed and installed in accordance with this chapter and shall have a minimum specified compressive strength of 1,500 psi (10.3 MPa).
SECTION R403 FOOTINGS
R403.1 General. All exterior walls shall be supported on continuous solid or fully grouted masonry or concrete footings, crushed stone footings, wood foundations, or other approved structural systems which shall be of sufficient design to accommodate all loads according to Section R301 and to transmit the resulting loads to the soil within the limitations as determined from the character of the soil. Footings shall be supported on undisturbed natural soils or engineered fill. Concrete footing shall be designed and constructed in accordance with the provisions of Section R403 or in accordance with ACI 332.
R403.1.1 Minimum size. The minimum width, W, and thickness, T, for concrete footings shall be in accordance with Tables R403.1(1) through R403.1(3) and Figure R403.1(1) or R403.1.3, as applicable. The footing width shall be based on the load-bearing value of the soil in accordance with Table R401.4.1. Footing projections, P, shall be not less than 2 inches (51 mm) and shall not exceed the thickness of the footing. Footing thickness and projection for fireplaces shall be in accordance with Section R1001.2. The size of footings supporting piers and columns shall be based on the tributary load and allowable soil pressure in accordance with Table R401.4.1. Footings for wood foundations shall be in accordance with the details set forth in Section R403.2, and Figures R403.1(2) and R403.1(3).

TABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE

MINIMUM SPECIFIED COMPRESSIVE STRENGTHa (fc)

TYPE OR LOCATION OF CONCRETE CONSTRUCTION

Weathering Potentialb

Basement walls, foundations and other concrete not exposed to the weather

Negligible
2,500

Moderate
2,500

Severe
2,500c

Basement slabs and interior slabs on grade, except garage floor slabs

2,500

2,500c

Basement walls, foundation walls, exterior walls and other vertical concrete work exposed to the weather

2,500

3,000d

Porches, carport slabs and steps exposed to the weather, and garage floor slabs

2,500

3,000d, e, f

3,500d, e, f

For SI: 1 pound per square inch = 6.895 kPa. a. Strength at 28 days psi. b. See Table R301.2(1) for weathering potential. c. Concrete in these locations that is subject to freezing and thawing during construction shall be air-entrained concrete in accordance with Footnote d. d. Concrete shall be air-entrained. Total air content (percent by volume of concrete) shall be not less than 5 percent or more than 7 percent. e. See Section R402.2 for maximum cementitious materials content. f. For garage floors with a steel-troweled finish, reduction of the total air content (percent by volume of concrete) to not less than 3 percent is permitted if the
specified compressive strength of the concrete is increased to not less than 4,000 psi.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

TABLE R403.1(1) MINIMUM WIDTH AND THICKNESS FOR CONCRETE FOOTINGS FOR LIGHT-FRAME CONSTRUCTION (inches)a, b

SNOW LOAD OR ROOF LIVE
LOAD

STORY AND TYPE OF STRUCTURE WITH
LIGHT FRAME

1500

2000

LOAD-BEARING VALUE OF SOIL (psf)

2500

3000

3500

4000

1 story--slab-on-grade

12 6

1 story--with crawl space

12 6

1 story--plus basement

18 6

14 6

12 6

2 story--slab-on-grade

12 6

20 psf

2 story--with crawl space

16 6

12 6

2 story--plus basement

22 6

16 6

13 6

12 6

3 story--slab-on-grade

14 6

12 6

3 story--with crawl space

19 6

14 6

12 6

3 story--plus basement

25 8

19 6

15 6

13 6

12 6

1 story--slab-on-grade

12 6

1 story--with crawl space

13 6

12 6

1 story--plus basement

19 6

14 6

12 6

2 story--slab-on-grade

12 6

30 psf

2 story--with crawl space

17 6

13 6

12 6

2 story--plus basement

23 6

17 6

14 6

12 6

3 story--slab-on-grade

15 6

12 6

3 story--with crawl space

20 6

15 6

12 6

3 story--plus basement

26 8

20 6

16 6

13 6

12 6

1 story--slab-on-grade

12 6

1 story--with crawl space

16 6

12 6

1 story--plus basement

21 6

16 6

13 6

12 6

2 story--slab-on-grade

14 6

12 6

50 psf

2 story--with crawl space

19 6

14 6

12 6

2 story--plus basement

25 7

19 6

15 6

12 6

3 story--slab-on-grade

17 6

13 6

12 6

3 story--with crawl space

22 6

17 6

13 6

12 6

3 story--plus basement

28 9

21 6

17 6

14 6

12 6

1 story--slab-on-grade

12 6

1 story--with crawl space

18 6

13 6

12 6

1 story--plus basement

24 7

18 6

14 6

12 6

2 story--slab-on-grade

16 6

12 6

70 psf

2 story--with crawl space

21 6

16 6

13 6

12 6

2 story--plus basement

27 9

20 6

16 6

14 6

12 6

3 story--slab-on-grade

19 6

14 6

12 6

3 story--with crawl space

25 7

18 6

15 6

12 6

3 story--plus basement

30 10

23 6

18 6

15 6

13 6

12 6

For SI: 1 inch = 25.4 mm, 1 plf = 14.6 N/m, 1 pound per square foot = 47.9 N/m2. a. Interpolation allowed. Extrapolation is not allowed. b. Based on 32-foot-wide house with load-bearing center wall that carries half of the tributary attic, and floor framing. For every 2 feet of adjustment to the width
of the house, add or subtract 2 inches of footing width and 1 inch of footing thickness (but not less than 6 inches thick).

SLAB ON GRADE

CRAWL SPACE

BASEMENT

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

TABLE R403.1(2) MINIMUM WIDTH AND THICKNESS FOR CONCRETE FOOTINGS FOR LIGHT-FRAME CONSTRUCTION WITH BRICK VENEER (inches)a, b

SNOW LOAD OR ROOF LIVE
LOAD

STORY AND TYPE OF STRUCTURE
WITH BRICK VENEER

1 story--slab-on-grade

1 story--with crawl space

1 story--plus basement

2 story--slab-on-grade

20 psf

2 story--with crawl space

2 story--plus basement

3 story--slab-on-grade

3 story--with crawl space

3 story--plus basement

1 story--slab-on-grade

1 story--with crawl space

1 story--plus basement

2 story--slab-on-grade

30 psf

2 story--with crawl space

2 story--plus basement

3 story--slab-on-grade

3 story--with crawl space

3 story--plus basement

1 story--slab-on-grade

1 story--with crawl space

1 story--plus basement

2 story--slab-on-grade

50 psf

2 story--with crawl space

2 story--plus basement

3 story--slab-on-grade

3 story--with crawl space

3 story--plus basement

1 story--slab-on-grade

1 story--with crawl space

1 story--plus basement

2 story--slab-on grade

70 psf

2 story--with crawl space

2 story--plus basement

3 story--slab-on-grade

3 story--with crawl space

3 story--plus basement

1500
12 6 15 6 21 6 15 6 20 6 26 8 20 6 26 8 32 11 12 6 16 6 22 6 16 6 22 6 27 9 21 6 27 8 33 11 13 6 18 6 24 7 18 6 24 7 29 10 27 7 29 9 35 12 15 6 20 6 26 8 20 6 26 8 32 11 26 8 31 11 37 13

2000
12 6 12 6 15 6 12 6 15 6 20 6 15 6 19 6 24 7 12 6 12 6 16 6 12 6 16 6 21 6 16 6 20 6 24 7 12 6 14 6 18 6 14 6 18 6 22 6 18 6 22 6 26 8 12 6 15 6 20 6 15 6 19 6 24 7 19 6 23 7 28 9

LOAD-BEARING VALUE OF SOIL (psf)

2500

3000

12 6

16 6

13 6

12 6

15 6

13 6

19 6

16 6

12 6

13 6

12 6

13 6

12 6

16 6

14 6

13 6

12 6

16 6

13 6

20 6

16 6

12 6

14 6

12 6

14 6

12 6

18 6

15 6

13 6

12 6

17 6

14 6

21 6

17 6

12 6

16 6

13 6

12 6

15 6

13 6

19 6

16 6

15 6

13 6

19 6

16 6

22 6

18 6

3500
12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 14 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 14 6 12 6 12 6 12 6 12 6 12 6 13 6 12 6 12 6 15 6 12 6 12 6 12 6 12 6 12 6 14 6 12 6 13 6 16 6

4000
12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 13 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 14 6

SLAB ON GRADE

CRAWL SPACE

BASEMENT

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

TABLE R403.1(3) MINIMUM WIDTH AND THICKNESS FOR CONCRETE FOOTINGS WITH CAST-IN-PLACE CONCRETE OR FULLY GROUTED MASONRY WALL CONSTRUCTION (inches)a, b

SNOW LOAD OR ROOF LIVE
LOAD

STORY AND TYPE OF STRUCTURE WITH CMU

1 story--slab-on-grade

1 story--with crawl space

1 story--plus basement

2 story--slab-on-grade

20 psf

2 story--with crawl space

2 story--plus basement

3 story--slab-on-grade

3 story--with crawl space

3 story--plus basement

1 story--slab-on-grade

1 story--with crawl space

1 story--plus basement

2 story--slab-on-grade

30 psf

2 story--with crawl space

2 story--plus basement

3 story--slab-on-grade

3 story--with crawl space

3 story--plus basement

1 story--slab-on-grade

1 story--with crawl space

1 story--plus basement

2 story--slab-on-grade

50 psf

2 story--with crawl space

2 story--plus basement

3 story--slab-on-grade

3 story--with crawl space

3 story--plus basement

1 story--slab-on-grade

1 story--with crawl space

1 story--plus basement

2 story--slab-on-grade

70 psf

2 story--with crawl space

2 story--plus basement

3 story--slab-on-grade

3 story--with crawl space

3 story--plus basement

1500
14 6 19 6 25 8 23 7 29 9 35 12 32 11 38 14 43 17 15 6 20 6 26 8 24 7 30 10 36 13 33 12 39 14 44 17 17 6 22 6 28 9 27 8 32 11 38 14 35 13 41 15 47 18 19 6 25 7 30 10 29 9 34 12 40 15 38 14 43 16 49 19

2000
12 6 14 6 19 6 18 6 22 6 26 8 24 7 28 9 33 11 12 6 15 6 20 6 18 6 22 6 27 8 25 7 29 9 33 12 13 6 17 6 21 6 20 6 24 7 28 9 27 8 31 10 35 12 14 6 18 6 23 6 22 6 26 8 30 10 28 9 32 11 37 13

LOAD-BEARING VALUE OF SOIL (psf)

2500

3000

12 6

15 6

13 6

14 6

12 6

17 6

14 6

21 6

17 6

19 6

16 6

23 6

19 6

26 8

22 6

12 6

16 6

13 6

15 6

12 6

18 6

15 6

21 6

18 6

20 6

17 6

23 7

19 6

27 8

22 6

12 6

13 6

12 6

17 6

14 6

16 6

13 6

19 6

16 6

23 6

19 6

21 6

18 6

24 7

20 6

28 9

23 7

12 6

15 6

12 6

18 6

15 6

17 6

14 6

21 6

17 6

24 7

20 6

23 6

19 6

26 8

21 6

29 10

24 7

3500
12 6 12 6 12 6 12 6 12 6 15 6 14 6 16 6 19 6 12 6 12 6 12 6 12 6 13 6 15 6 14 6 17 6 19 6 12 6 12 6 12 6 12 6 14 6 16 6 15 6 17 6 20 6 12 6 12 6 13 6 12 6 15 6 17 6 16 6 18 6 21 6

4000
12 6 12 6 12 6 12 6 12 6 13 6 12 6 14 6 16 6 12 6 12 6 12 6 12 6 12 6 13 6 12 6 14 6 17 6 12 6 12 6 12 6 12 6 12 6 14 6 13 6 15 6 17 6 12 6 12 6 12 6 12 6 13 6 15 6 14 6 16 6 18 6

For SI: 1 inch = 25.4 mm, 1 plf = 14.6 N/m, 1 pound per square foot = 47.9 N/m2. a. Interpolation allowed. Extrapolation is not allowed. b. Based on 32-foot-wide house with load-bearing center wall that carries half of the tributary attic, and floor framing. For every 2 feet of adjustment to the width
of the house add or subtract 2 inches of footing width and 1 inch of footing thickness (but not less than 6 inches thick).

SLAB ON GRADE

CRAWL SPACE

BASEMENT

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R403.1.2 Continuous footing in Seismic Design Catego-
ries D0, D1 and D2. Exterior walls of buildings located in Seismic Design Categories D0, D1 and D2 shall be supported by continuous solid or fully grouted masonry or concrete
footings. Other footing materials or systems shall be
designed in accordance with accepted engineering practice.
All required interior braced wall panels in buildings located
in Seismic Design Categories D0, D1 and D2 with plan dimensions greater than 50 feet (15 240 mm) shall be sup-
ported by continuous solid or fully grouted masonry or con-
crete footings in accordance with Section R403.1.3.4,
except for two-story buildings in Seismic Design Category
D2, in which all braced wall panels, interior and exterior, shall be supported on continuous foundations.

Exception: Two-story buildings shall be permitted to have interior braced wall panels supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm) provided that:

1. The height of cripple walls does not exceed 4 feet (1219 mm).

2. First-floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams.

3. The distance between bracing lines does not

exceed twice the building width measured paral-

lel to the braced wall line.

R403.1.3 Footing and stem wall reinforcing in Seismic

Design Categories D0, D1, and D2. Concrete footings located in Seismic Design Categories D0, D1 and D2, as established in Table R301.2(1), shall have minimum rein-

forcement in accordance with this section and Figure

R403.1.3. Reinforcement shall be installed with support

and cover in accordance with Section R403.1.3.5.

R403.1.3.1 Concrete stem walls with concrete footings. In Seismic Design Categories D0, D1 and D2 where a construction joint is created between a concrete footing and a concrete stem wall, a minimum of one No. 4 vertical bar shall be installed at not more than 4 feet (1219 mm) on center. The vertical bar shall have a standard hook and extend to the bottom of the footing and shall have support and cover as specified in Section R403.1.3.5.3 and extend a minimum of 14 inches (357 mm) into the stem wall. Standard hooks shall comply with Section R608.5.4.5. A minimum of one No. 4 horizontal bar shall be installed within 12 inches (305 mm) of the top of the stem wall and one No. 4 horizontal bar shall be located 3 to 4 inches (76 mm to 102 mm) from the bottom of the footing.

R403.1.3.2 Masonry stem walls with concrete footings. In Seismic Design Categories D0, D1 and D2 where a masonry stem wall is supported on a concrete footing, a minimum of one No. 4 vertical bar shall be installed at not more than 4 feet (1219 mm) on center. The vertical bar shall have a standard hook and extend to the bottom of the footing and shall have support and cover as specified in Section R403.1.3.5.3 and extend a

minimum of 14 inches (357 mm) into the stem wall. Standard hooks shall comply with Section R608.5.4.5. A minimum of one No. 4 horizontal bar shall be installed within 12 inches (305 mm) of the top of the wall and one No. 4 horizontal bar shall be located 3 to 4 inches (76 mm to 102 mm) from the bottom of the footing. Masonry stem walls shall be solid grouted.
R403.1.3.3 Slabs-on-ground with turned-down footings. In Seismic Design Categories D0, D1 and D2, slabs on ground cast monolithically with turned-down footings shall have a minimum of one No. 4 bar at the top and the bottom of the footing or one No. 5 bar or two No. 4 bars in the middle third of the footing depth.
Where the slab is not cast monolithically with the footing, No. 3 or larger vertical dowels with standard hooks on each end shall be installed at not more than 4 feet (1219 mm) on center in accordance with Figure R403.1.3, Detail 2. Standard hooks shall comply with Section R608.5.4.5.
** R403.1.3.4 Interior bearing and braced wall panel
footings in Seismic Design Categories D0, D1 and D2. In Seismic Design Categories D0, D1 and D2, interior footings supporting bearing walls or braced wall panels, and cast monolithically with a slab on grade, shall extend to a depth of not less than 12 inches (305 mm) below the top of the slab.
R403.1.3.5 Reinforcement. Footing and stem wall reinforcement shall comply with Sections R403.1.3.5.1 through R403.1.3.5.4.
R403.1.3.5.1 Steel reinforcement. Steel reinforcement shall comply with the requirements of ASTM A 615, A 706 or A 996. ASTM A 996 bars produced from rail steel shall be Type R. The minimum yield strength of reinforcing steel shall be 40,000 psi (Grade 40) (276 MPa).
R403.1.3.5.2 Location of reinforcement in wall. The center of vertical reinforcement in stem walls shall be located at the centerline of the wall. Horizontal and vertical reinforcement shall be located in footings and stem walls to provide the minimum cover required by Section R403.1.3.5.3.
R403.1.3.5.3 Support and cover. Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system to prevent displacement during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (75 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 11/2 inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger. For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be 3/4 inch (19 mm).

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

BOTTOM (SOLE) PLATE ATTACHMENT PER SECTION R403.1.6
MIN CLEARANCE PER SECTIONS R404.1.6 AND R317.1 TYP

12 MIN DEPTH

OR GREATER FOR

FROST PROTECTION

PER SECTIONS

R403.1.4 AND

R403.1.4.1 TYP

3½" MIN CONCRETE SLAB PER SECTION R506.1

BEARING WALL WALL LINE 3½" MIN CONCRETE SLAB PER SECTION R506.1
W

MONOLITHIC SLAB-ON-GROUND

WITH TURNED-DOWN FOOTING
SCALE: NOT TO SCALE

3½" MIN CONCRETE SLAB PER SECTION R506.1

MIN CLEARANCE PER SECTIONS R404.1.6 AND R317.1 TYP
12 MIN DEPTH PER SECTION R403.1.4 OR GREATER FOR FROST PROTECTION PER SECTION R403.1.4.1 TYP

CMU STEM WALL

SLAB-ON-GROUND WITH

MASONRY STEM WALL AND SPREAD FOOTING
SCALE: NOT TO SCALE

CONCRETE STEM WALL THICKNESS PER SECTION R404.1.3

INTERIOR

THICKENED SLAB-ON-GROUND FOOTING 2 AT BEARING WALLS OR BRACED WALL LINES
SCALE: NOT TO SCALE

INTERIOR

CMU STEM WALL

BASEMENT OR CRAWL SPACE WITH

MASONRY WALL AND SPREAD FOOTING
SCALE: NOT TO SCALE

INTERIOR

T T
T

CONCRETE STEM WALL

CONCRETE FOOTING PLACED PRIOR TO STEM
W
BASEMENT OR CRAWL SPACE WITH CONCRETE WALL AND SPREAD FOOTING 5
SCALE: NOT TO SCALE

CONCRETE STEM AND FOOTING COMBINED (MONOLITHIC POUR)

BASEMENT OR CRAWL SPACE WITH

FOUNDATION WALL BEARING DIRECTLY ON SOIL
SCALE: NOT TO SCALE

For SI: 1 inch = 25.4 mm.

W = Width of footing, T = Thickness of footing and P = Projection per Section R403.1.1

NOTES:

a. See Section R404.3 for sill requirements.

b. See Section R403.1.6 for sill attachment.

c. See Section R506.2.3 for vapor barrier requirements.

d. See Section R403.1 for base.

e. See Figure R403.1.3 for additional footing requirements for structures in SDC D , D and D and townhouses in SDC C.

f. See Section R408 for under-floor ventilation and access requirements.

FIGURE R403.1(1) PLAIN CONCRETE FOOTINGS WITH MASONRY AND CONCRETE STEM WALLS IN SDC A, B AND Ca, b, c, d, e, f

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

PRESSURE-PRESERVATIVE-TREATED

FIELD-APPLIED 2 × 6 IN. TOP PLATE 2 × 6 IN. TOP PLATE

FLASHING

2 × 6 IN. STUD INSULATED

AS APPROPRIATE AND WRM SIDE

VAPOR BARRIER

4 FT. (MAX. BACKFILL)

2-IN. AIR GAP 1-IN.-THICK PRESSURE-PRESERVATIVETREATED LUMBER OR PLYWOOD STRIP PROTECTING TOP OF POLYETHYLENE FILM
FINISH GRADE SLOPE 1/2 IN. TREATED PLYWOOD (SEE TABLE R404.2.3)
PRESSURE-PRESERVATIVETREATED PLYWOOD (SEE TABLE R404.2.3)
6 MIL POLYETHYLENE FILM

MIN. 3.5-IN. CONCRsETE SLAB WITH VAPOR BARRIER AND OPTIONAL 1-IN. SCREED BOARD
6 IN.
4 IN. GRAVEL OR CRUSHED STONE FILL UNDER FLOOR (SEE SECTION R403.2)

4 IN.

16 IN.

6 MIL POLYETHYLENE FILM ON CRUSHED STONE OR GRAVEL BACKFILL
PRESSURE-PRESERVATIVETREATED 2 × 6 IN. BOTTOM PLATE
PRESSURE-PRESERVATIVETREATED 2 × 8 IN. FOOTING PLATE

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254.

FIGURE R403.1(2) PERMANENT WOOD FOUNDATION BASEMENT WALL SECTION

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

PRESSURE-PRESERVATIVE-TREATED

FLOOR JOIST

FIELD-APPLIED 2 × 6 IN. TOP PLATE FLASHING 2 × 6 IN. TOP PLATE

18 IN. MIN. 6 MIL POLYETHYLENE FILM
6 IN.

8 IN. MIN. 4 FT MAX.

FINISH GRADE SLOPE 1/2 IN. PER FOOT, MIN. 6 FT. FROM WALL
PRESSURE-PRESERVATIVETREATED 2 × 6 IN. STUD WALL
PRESSURE-PRESERVATIVETRATED PLYWOOD (SEE TABLE R404.2.3)
PRESSURE-PRESERVATIVETREATED 2 × 8 IN. FOOTING PLATE
PRESSURE-PRESERVTIVETREATED 2 × 8 IN. FOOTING PLATE

6 IN. GRAVEL OR CRUSHED STONE (SEE SECTION R403.2)

4 IN.

16 IN.

BELOW FROST LINE

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm.

FIGURE R403.1(3) PERMANENT WOOD FOUNDATION CRAWL SPACE SECTION

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

SILL OR BOTTOM (SOLE) PLATE ATTACHMENT PER SECTION R403.1.6 W/ 3 × 3 WASHERS PER SECTION R602.11.1
MIN CLEARANCE PER SECTIONS R404.1.6 AND R317.1

BEARING WALL OR BRACED WALL LINE
3½ MIN CONCRETE SLAB PER SECTION R506.1

12 MIN DEPTH

OR GREATER FOR

FROST PROTECTION

PER SECTIONS R403.1.4

AND R403.1.4.1

MIN REINFORCEMENT PER SECTION R403.1.3.3

12 MIN

PER SECTION

R403.1.4.2

SLAB-ON-GROUND WITH 1 MONOLITHIC TURNED-DOWN FOOTING
SCALE: NOT TO SCALE

SILL OR BOTTOM (SOLE) PLATE
ATTACHMENT PER SECTION R403.1.6 W/ 3 × 3 WASHERS
PER SECTION R602.11.1

3½ MIN CONCRETE SLAB PER SECTION R506.1

MIN CLEARANCE PER SECTIONS R404.1.6 AND R317.1

CONSTRUCTION JOINT #4 MIN HORIZONTAL BAR TOP AND BOTTOM PER SECTION R403.1.3.3
3½ MIN CONCRETE SLAB PER SECTION R506.1

#3 MIN

@ 48 O.C. VERTICAL

DOWELS WITH

STANDARD HOOK

EACH END PER

SECTION R403.1.3.3

DOWELS FOR SLAB-ON-GROUND

WITH TURNED-DOWN FOOTINGS
SCALE: NOT TO SCALE

(1) #4 HORIZ. IN TOP 12
#4 DOWEL @ 48 ONCENTER PER SECTION R403.1.3.2 14 MIN INTO STEMWALL WITH STANDARD HOOK PER SECTION R608.5.4.5

(1) #4 HORIZ. IN TOP 12

12 MIN DEPTH PER SECTION R403.1.4 OR GREATER FOR FROST PROTECTION PER SECTION R403.1.4.1

8 MIN CMU STEMWALL, SOLID-GROUTED PER SECTION R404.1.4.1
#4 DOWEL @ 48 ONCENTER PER SECTION R403.1.3.2, 14 MIN INTO STEM-WALL WITH STANDARD HOOK PER SECTION R608.5.4.5

8 MIN CMU STEM WALL, SOLID GROUTED PER SECTION R404.1.4.1

REINFORCEMENT PER SECTION R403.1.3.2

T T

SLAB-ON-GROUND WITH

3 MASONRY STEM WALL AND SPREAD FOOTING

SCALE: NOT TO SCALE

CONCRETE STEM WALL

THICKNESS PER SECTION

R404.1.4.2

MIN CLEARANCE PER SECTIONS R404.1.6 AND R317.1
12 MIN DEPTH PER SECTION R403.1.4 OR GREATER FOR FROST PROTECTION PER SECTION R403.1.4.1

(1) #4 CONT PER SECTION R403.1.3.1

#4 DOWEL @ 48 ON

CENTER PER SECTION

R403.1.3.1 14 MIN INTO

STEM WALL AND STANDARD HOOK

PER SECTION R608.5.4.5

CONCRETE FOOTING PLACED PRIOR TO STEM

W (1) #4 CONT PER SECTION
R403.1.3.1

BASEMENT OR CRAWL SPACE

CONCRETE STEM WALL AND SPREAD FOOTING
SCALE: NOT TO SCALE

BASEMENT OR CRAWL SPACE WITH 4 MASONRY STEM WALL AND SPREAD FOOTING
SCALE: NOT TO SCALE

MIN CLEARANCE PER SECTIONS R404.1.6 AND R317.1
12 MIN DEPTH PER SECTION R403.1.4 OR GREATER FOR FROST PROTECTION PER SECTION R403.1.4.1

CONCRETE STEM WALL THICKNESS PER SECTION R404.1.4.2

(1) #4 CONT TOP

PER SECTION

R403.1.3.1 P

(1) #4 CONT

AT BOTTOM

PER SECTION

R403.1.3.1

BASEMENT OR CRAWL SPACE WITH MONOLITHIC

CONCRETE STEM WALL AND SPREAD FOOTING
SCALE: NOT TO SCALE

W = Width of footing, T = Thickness of footing and P = Projection per Section R403.1.1 NOTES: a. See Section R404.3 for sill requirements. b. See Section R403.1.6 for sill attachment. c. See Section R506.2.3 for vapor barrier requirements. d. See Section R403.1 for base. e. See Section R408 for under-floor ventilation and access requirements. f. See Section R403.1.3.5 for reinforcement requirements.
FIGURE R403.1.3 REINFORCED CONCRETE FOOTINGS AND MASONRY AND CONCRETE STEM WALLS IN SDC D0, D1 AND D2a, b, c, d, e, f,

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R403.1.3.5.4 Lap splices. Vertical and horizontal reinforcement shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splice shall be in accordance with Table R608.5.4.(1) and Figure R608.5.4(1). The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length and 6 inches (152 mm) [see Figure R608.5.4(1)].

R403.1.3.6 Isolated concrete footings. In detached one- and two-family dwellings that are three stories or less in height and constructed with stud bearing walls, isolated plain concrete footings supporting columns or pedestals are permitted.

R403.1.4 Minimum depth. Exterior footings shall be placed not less than 12 inches (305 mm) below the undisturbed ground surface. Where applicable, the depth of footings shall also conform to Sections R403.1.4.1 through R403.1.4.2.

R403.1.4.1 Frost protection. Except where otherwise protected from frost, foundation walls, piers and other permanent supports of buildings and structures shall be protected from frost by one or more of the following methods:

1. Extended below the frost line specified in Table R301.2.(1).

2. Constructed in accordance with Section R403.3.

3. Constructed in accordance with ASCE 32.

4. Erected on solid rock.

Exceptions:

1. Protection of freestanding accessory structures with an area of 600 square feet (56 m2) or less, of light-frame construction, with an eave height of 10 feet (3048 mm) or less shall not be required.

2. Protection of freestanding accessory structures with an area of 400 square feet (37 m2) or less, of other than light-frame construction, with an eave height of 10 feet (3048 mm) or less shall not be required.

3. Decks not supported by a dwelling need not be provided with footings that extend below the frost line.

Footings shall not bear on frozen soil unless the fro-

zen condition is permanent.

R403.1.5 Slope. The top surface of footings shall be level.

The bottom surface of footings shall not have a slope

exceeding one unit vertical in 10 units horizontal (10-per-

cent slope). Footings shall be stepped where it is necessary

to change the elevation of the top surface of the footings or

where the slope of the bottom surface of the footings will

exceed one unit vertical in 10 units horizontal (10-percent

slope).

R403.1.6 Foundation anchorage. Wood sill plates and wood walls supported directly on continuous foundations

shall be anchored to the foundation in accordance with this section.
Cold-formed steel framing shall be anchored directly to the foundation or fastened to wood sill plates anchored to the foundation. Anchorage of cold-formed steel framing and sill plates supporting cold-formed steel framing shall be in accordance with this section and Section R505.3.1 or R603.3.1.
Wood sole plates at all exterior walls on monolithic slabs, wood sole plates of braced wall panels at building interiors on monolithic slabs and all wood sill plates shall be anchored to the foundation with minimum 1/2-inchdiameter (12.7 mm) anchor bolts spaced a maximum of 6 feet (1829 mm) on center or approved anchors or anchor straps spaced as required to provide equivalent anchorage to 1/2-inch-diameter (12.7 mm) anchor bolts. Bolts shall extend a minimum of 7 inches (178 mm) into concrete or grouted cells of concrete masonry units. The bolts shall be located in the middle third of the width of the plate. A nut and washer shall be tightened on each anchor bolt. There shall be a minimum of two bolts per plate section with one bolt located not more than 12 inches (305 mm) or less than seven bolt diameters from each end of the plate section. Interior bearing wall sole plates on monolithic slab foundation that are not part of a braced wall panel shall be positively anchored with approved fasteners. Sill plates and sole plates shall be protected against decay and termites where required by Sections R317 and R318.
Exceptions:
1. Walls 24 inches (610 mm) total length or shorter connecting offset braced wall panels shall be anchored to the foundation with a minimum of one anchor bolt located in the center third of the plate section and shall be attached to adjacent braced wall panels at corners as shown in Item 9 of Table R602.3(1).
2. Connection of walls 12 inches (305 mm) total length or shorter connecting offset braced wall panels to the foundation without anchor bolts shall be permitted. The wall shall be attached to adjacent braced wall panels at corners as shown in Item 9 of Table R602.3(1).
R403.1.6.1 Foundation anchorage in Seismic Design Categories C, D0, D1 and D2. In addition to the requirements of Section R403.1.6, the following requirements shall apply to wood light-frame structures in Seismic Design Categories D0, D1 and D2 and wood light-frame townhouses in Seismic Design Category C.
1. Plate washers conforming to Section R602.11.1 shall be provided for all anchor bolts over the full length of required braced wall lines except where approved anchor straps are used. Properly sized cut washers shall be permitted for anchor bolts in wall lines not containing braced wall panels.
2. Interior braced wall plates shall have anchor bolts spaced at not more than 6 feet (1829 mm) on center and located within 12 inches (305 mm) of the

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

ends of each plate section when supported on a continuous foundation.
3. Interior bearing wall sole plates shall have anchor bolts spaced at not more than 6 feet (1829 mm) on center and located within 12 inches (305 mm) of the ends of each plate section when supported on a continuous foundation.
4. The maximum anchor bolt spacing shall be 4 feet (1219 mm) for buildings over two stories in height.
5. Stepped cripple walls shall conform to Section R602.11.2.
6. Where continuous wood foundations in accordance with Section R404.2 are used, the force transfer shall have a capacity equal to or greater than the connections required by Section R602.11.1 or the braced wall panel shall be connected to the wood foundations in accordance with the braced wall panel-to-floor fastening requirements of Table R602.3(1).
R403.1.7 Footings on or adjacent to slopes. The placement of buildings and structures on or adjacent to slopes steeper than one unit vertical in three units horizontal (33.3-percent slope) shall conform to Sections R403.1.7.1 through R403.1.7.4.
R403.1.7.1 Building clearances from ascending slopes. In general, buildings below slopes shall be set a sufficient distance from the slope to provide protection from slope drainage, erosion and shallow failures. Except as provided in Section R403.1.7.4 and Figure R403.1.7.1, the following criteria will be assumed to provide this protection. Where the existing slope is steeper than one unit vertical in one unit horizontal (100percent slope), the toe of the slope shall be assumed to be at the intersection of a horizontal plane drawn from the top of the foundation and a plane drawn tangent to the slope at an angle of 45 degrees (0.79 rad) to the horizontal. Where a retaining wall is constructed at the toe of the slope, the height of the slope shall be measured from the top of the wall to the top of the slope.

R403.1.7.2 Footing setback from descending slope surfaces. Footings on or adjacent to slope surfaces shall be founded in material with an embedment and setback from the slope surface sufficient to provide vertical and lateral support for the footing without detrimental settlement. Except as provided for in Section R403.1.7.4 and Figure R403.1.7.1, the following setback is deemed adequate to meet the criteria. Where the slope is steeper than one unit vertical in one unit horizontal (100-percent slope), the required setback shall be measured from an imaginary plane 45 degrees (0.79 rad) to the horizontal, projected upward from the toe of the slope.
R403.1.7.3 Foundation elevation. On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches (305 mm) plus 2 percent. Alternate elevations are permitted subject to the approval of the building official, provided it can be demonstrated that required drainage to the point of discharge and away from the structure is provided at all locations on the site.
R403.1.7.4 Alternate setbacks and clearances. Alternate setbacks and clearances are permitted, subject to the approval of the building official. The building official is permitted to require an investigation and recommendation of a qualified engineer to demonstrate that the intent of this section has been satisfied. Such an investigation shall include consideration of material, height of slope, slope gradient, load intensity and erosion characteristics of slope material.
R403.1.8 Foundations on expansive soils. Foundation and floor slabs for buildings located on expansive soils shall be designed in accordance with Section 1808.6 of the International Building Code.
Exception: Slab-on-ground and other foundation systems which have performed adequately in soil conditions similar to those encountered at the building site are permitted subject to the approval of the building official.

For SI: 1 foot = 304.8 mm. 90

FACE OF STRUCTURE
TOE OF SLOPE

TOP OF SLOPE

FACE OF FOOTING

H AT LEAST THE SMALLER
OF H/3 AND 40 FEET

AT LEAST THE SMALLER OF H/2 AND 15 FEET

FIGURE R403.1.7.1 FOUNDATION CLEARANCE FROM SLOPES
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R403.1.8.1 Expansive soils classifications. Soils meeting all four of the following provisions shall be considered expansive, except that tests to show compliance with Items 1, 2 and 3 shall not be required if the test prescribed in Item 4 is conducted:
1. Plasticity Index (PI) of 15 or greater, determined in accordance with ASTM D 4318.
2. More than 10 percent of the soil particles pass a No. 200 sieve (75 µm), determined in accordance with ASTM D 422.
3. More than 10 percent of the soil particles are less than 5 micrometers in size, determined in accordance with ASTM D 422.
4. Expansion Index greater than 20, determined in accordance with ASTM D 4829.
R403.2 Footings for wood foundations. Footings for wood foundations shall be in accordance with Figures R403.1(2) and R403.1(3). Gravel shall be washed and well graded. The maximum size stone shall not exceed 3/4 inch (19.1 mm). Gravel shall be free from organic, clayey or silty soils. Sand shall be coarse, not smaller than 1/16-inch (1.6 mm) grains and shall be free from organic, clayey or silty soils. Crushed stone shall have a maximum size of 1/2 inch (12.7 mm).
R403.3 Frost-protected shallow foundations. For buildings where the monthly mean temperature of the building is maintained at a minimum of 64°F (18°C), footings are not required to extend below the frost line when protected from frost by insulation in accordance with Figure R403.3(1) and Table R403.3(1). Foundations protected from frost in accordance with Figure R403.3(1) and Table R403.3(1) shall not be used for unheated spaces such as porches, utility rooms, garages and carports, and shall not be attached to basements or crawl spaces that are not maintained at a minimum monthly mean temperature of 64°F (18°C).
Materials used below grade for the purpose of insulating footings against frost shall be labeled as complying with ASTM C 578.
R403.3.1 Foundations adjoining frost-protected shallow foundations. Foundations that adjoin frost-protected shallow foundations shall be protected from frost in accordance with Section R403.1.4.
R403.3.1.1 Attachment to unheated slab-on-ground structure. Vertical wall insulation and horizontal insulation of frost-protected shallow foundations that adjoin a slab-on-ground foundation that does not have a monthly mean temperature maintained at a minimum of 64°F (18°C) shall be in accordance with Figure R403.3(3) and Table R403.3(1). Vertical wall insulation shall extend between the frost-protected shallow foundation and the adjoining slab foundation. Required horizontal insulation shall be continuous under the adjoining slab foundation and through any foundation walls adjoining the frost- protected shallow foundation. Where insulation passes through a foundation wall, it shall be either of a type complying with this section and having bearing capacity equal

to or greater than the structural loads imposed by the building, or the building shall be designed and constructed using beams, lintels, cantilevers or other means of transferring building loads such that the structural loads of the building do not bear on the insulation.
R403.3.1.2 Attachment to heated structure. Where a frost-protected shallow foundation abuts a structure that has a monthly mean temperature maintained at a minimum of 64°F (18°C), horizontal insulation and vertical wall insulation shall not be required between the frost-protected shallow foundation and the adjoining structure. Where the frost-protected shallow foundation abuts the heated structure, the horizontal insulation and vertical wall insulation shall extend along the adjoining foundation in accordance with Figure R403.3(4) a distance of not less than Dimension A in Table R403.3(1).
Exception: Where the frost-protected shallow foundation abuts the heated structure to form an inside corner, vertical insulation extending along the adjoining foundation is not required.
R403.3.2 Protection of horizontal insulation below ground. Horizontal insulation placed less than 12 inches (305 mm) below the ground surface or that portion of horizontal insulation extending outward more than 24 inches (610 mm) from the foundation edge shall be protected against damage by use of a concrete slab or asphalt paving on the ground surface directly above the insulation or by cementitious board, plywood rated for below-ground use, or other approved materials placed below ground, directly above the top surface of the insulation.
R403.3.3 Drainage. Final grade shall be sloped in accordance with Section R401.3. In other than Group I Soils, as detailed in Table R405.1, gravel or crushed stone beneath horizontal insulation below ground shall drain to daylight or into an approved sewer system.
R403.3.4 Termite protection. The use of foam plastic in areas of "very heavy" termite infestation probability shall be in accordance with Section R318.4.
R403.4 Footings for precast concrete foundations. Footings for precast concrete foundations shall comply with Section R403.4.
R403.4.1 Crushed stone footings. Clean crushed stone shall be free from organic, clayey or silty soils. Crushed stone shall be angular in nature and meet ASTM C 33, with the maximum size stone not to exceed 1/2 inch (12.7 mm) and the minimum stone size not to be smaller than 1/16 inch (1.6 mm). Crushed stone footings for precast foundations shall be installed in accordance with Figure R403.4(1) and Table R403.4. Crushed stone footings shall be consolidated using a vibratory plate in a maximum of 8-inch (203 mm) lifts. Crushed stone footings shall be limited to Seismic Design Categories A, B and C.
R403.4.2 Concrete footings. Concrete footings shall be installed in accordance with Section R403.1 and Figure R403.4(2).

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS
INSULATION DETAIL FLASHING PER SECTION R703.8
INSULATION PROTECTION PER SECTION R403.3.1 SLOPE FINAL GRADE PER SECTION R403.3.2

D 12 IN. MIN.

12 IN. MAX.

SLAB-ON-GROUND FOUNDATION FLOOR PER SECTIONS R403.1 AND R506

NOMINAL 4 IN. SCREENED AND WASHED GRAVEL OR CRUSHED STONE DRAINED PER SECTION R403.3.2
HORIZONTAL INSULATION PLAN

VERTICAL WALL INSUALTIONa HORIZONTAL INSULATIONa

FOUNDATION PERIMETER

A B

For SI: 1 inch = 25.4 mm. a. See Table R403.3(1) for required dimensions and R-values for vertical and horizontal insulation and minimum footing depth.

FIGURE R403.3(1) INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS IN HEATED BUILDINGS

TABLE R403.3(1) MINIMUM FOOTING DEPTH AND INSULATION REQUIREMENTS FOR FROST-PROTECTED FOOTINGS IN HEATED BUILDINGSa

AIR FREEZING
INDEX (°F-days)b

MINIMUM FOOTING DEPTH, D (inches)

VERTICAL
INSULATION R-VALUEc, d

HORIZONTAL INSULATION R-VALUEc, e

Along walls

At corners

HORIZONTAL INSULATION DIMENSIONS PER FIGURE R403.3(1) (inches)

1,500 or less

4.5

Not required Not required Not required Not required Not required

2,000

5.6

Not required Not required Not required Not required Not required

2,500

6.7

1.7

4.9

3,000

7.8

6.5

8.6

3,500

9.0

8.0

11.2

4,000

10.1

10.5

13.1

For SI: 1 inch = 25.4 mm, C = [(F) - 32]/1.8.
a. Insulation requirements are for protection against frost damage in heated buildings. Greater values may be required to meet energy conservation standards. b. See Figure R403.3(2) or Table R403.3(2) for Air Freezing Index values. c. Insulation materials shall provide the stated minimum R-values under long-term exposure to moist, below-ground conditions in freezing climates. The
following R-values shall be used to determine insulation thicknesses required for this application: Type II expanded polystyrene-2.4R per inch; Type IV extruded polystyrene-4.5R per inch; Type VI extruded polystyrene-4.5R per inch; Type IX expanded polystyrene-3.2R per inch; Type X extruded polystyrene-4.5R per inch. d. Vertical insulation shall be expanded polystyrene insulation or extruded polystyrene insulation. e. Horizontal insulation shall be expanded polystyrene insulation or extruded polystyrene insulation.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

For SI: C = [(F) -32]/1.8. Note: The air-freezing index is defined as cumulative degree days below 32F. It is used as a measure of the combined magnitude and duration of air temperature below freezing. The index was computed over
a 12-month period (July-June) for each of the 3,044 stations used in the above analysis. Dates from the 1951-80 period were fitted to a Weibull probability distribution to produce an estimate of the 100year return period.
FIGURE R403.3(2) AIR-FREEZING INDEX AN ESTIMATE OF THE 100-YEAR RETURN PERIOD

FOUNDATIONS

STATE
Alabama
Alaska
Arizona Arkansas California Colorado Connecticut Delaware District of Columbia Florida Georgia Hawaii Idaho
Illinois
Indiana

1500 or less
All counties Ketchikan Gateway, Prince of WalesOuter Ketchikan (CA), Sitka, WrangellPetersburg (CA) All counties All counties All counties not listed
All counties not listed
All counties not listed
All counties

TABLE R403.3(2) AIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY

AIR-FREEZING INDEX

2000

2500

3000

3500
--

4000
--

Aleutians West (CA),

Haines, Juneau, Skagway-Hoonah-

Angoon (CA), Yakutat

All counties not listed

-- --
Nevada, Sierra
Archuleta, Custer, Fremont, Huerfano, Las Animas, Ouray, Pitkin, San Miguel
Hartford, Litchfield
--

Clear Creek, Conejos, Costilla, Dolores, Eagle,
La Plata, Park, Routt, San Juan, Summit

Alamosa, Grand, Jackson, Larimer,
Moffat, Rio Blanco, Rio Grande

Chaffee, Gunnison, Lake, Saguache

Hinsdale, Mineral

All counties

All counties not listed

Adams, Bannock, Blaine, Clearwater, Idaho,
Lincoln, Oneida, Power, Valley, Washington

Bingham, Bonneville, Camas, Caribou, Elmore, Franklin, Jefferson,
Madison, Teton

Bear Lake, Butte, Custer, Fremont,
Lemhi

Clark

Boone, Bureau, Cook,

Dekalb, DuPage, Fulton,

Grundy, Henderson,

Henry, Iroquois,

Jo Daviess, Kane,

Kankakee, Kendall,

All counties not listed

Knox, La Salle, Lake, Lee, Livingston, Marshall, Mason,

Carroll, Ogle, Stephenson, Winnebago

McHenry, McLean,

Mercer, Peoria, Putnam,

Rock Island,

Stark, Tazewell, Warren,

Whiteside, Will,

Woodford

Allen, Benton, Cass,

Fountain, Fulton,

Howard, Jasper,

All counties not listed

Kosciusko, La Porte, Lake, Marshall, Miami, Newton, Porter, Pulaski,

Starke, Steuben, Tippeca-

noe, Tipton, Wabash,

Warren, White

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

TABLE R403.3(2)--continued AIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY

STATE

1500 or less

2000

AIR-FREEZING INDEX

2500

3000

3500

4000

Allamakee, Black

Hawk, Boone, Bremer,

Buchanan, Buena Vista,

Butler, Calhoun,

Cerro Gordo, Cherokee,

Chickasaw, Clay,

Iowa

Appanoose, Davis,
Fremont, Lee, Van Buren

All counties not listed

Clayton, Delaware, Dubuque, Fayette, Floyd, Franklin, Grundy, Hamilton, Hancock, Hardin,
Humboldt, Ida, Jackson, Jasper, Jones,
Linn, Marshall,

Dickinson, Emmet, Howard, Kossuth, Lyon,
Mitchell, O'Brien, Osceola, Winneshiek

Palo Alto, Plymouth,

Pocahontas, Poweshiek,

Sac, Sioux, Story,

Tama, Webster,

Winnebago, Woodbury,

Worth, Wright

Kansas

All counties

Kentucky

All counties

Louisiana

All counties

Maine

York

Knox, Lincoln, Sagadahoc

Androscoggin, Cumberland, Hancock,
Kennebec, Waldo, Washington

Aroostook, Franklin, Oxford,
Penobscot, Piscataquis,
Somerset

Maryland

All counties

Massachusetts

All counties not listed

Berkshire, Franklin, Hampden, Worcester

Alger, Charlevoix,

Cheboygan, Chippewa,

Michigan

Berrien, Branch, Cass, Kalamazoo, Macomb, Ottawa,
St. Clair, St. Joseph

All counties not listed

Crawford, Delta, Emmet, Iosco, Kalkaska, Lake, Luce, Mackinac, Menominee,
Missaukee, Montmorency, Ogemaw, Osceola,

Baraga, Dickinson, Iron,
Keweenaw, Marquette

Gogebic, Houghton, Ontonagon

Otsego, Roscommon,

Schoolcraft, Wexford

Minnesota

Becker,

Beltrami, Cass,

Aitkin,

Clay, Clearwater,

Big Stone, Grant, Hubbard,

Carlton,

Kittson,

Crow Wing,

Koochiching,

Houston, Winona

All counties Douglas, Itasca, Lake of the Woods, not listed Kanabec, Lake, Mahnomen,

Morrison, Pine, Marshall, Norman,

Pope, Stearns,

Otter Tail,

Stevens, Swift, Pennington, Polk,

Todd, Wadena Red Lake, Roseau,

St. Louis, Traverse,

Wilkin

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

TABLE R403.3(2)--continued AIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY

STATE

1500 or less

2000

AIR-FREEZING INDEX

2500

3000

3500

4000

Mississippi

All counties

Missouri

All counties not listed

Atchison, Mercer, Nodaway, Putnam

Montana

Mineral

Broadwater, Golden Valley, Granite, Lake,
Lincoln, Missoula, Ravalli, Sanders, Sweet Grass

Big Horn, Carbon, Jefferson,
Judith Basin, Lewis and Clark,
Meagher, Musselshell, Powder River, Powell, Silver Bow, Stillwater,
Westland

Carter, Cascade,

Deer Lodge,

Beaverhead,

Falcon, Fergus,

Blaine,

Flathead, Gallanting, Chouteau, Custer,

Glacier, Madison, Dawson, Garfield,

Park, Petroleum, Liberty, McCone,

Ponder, Rosebud, Prairie, Toole,

Teton, Treasure,

Wibaux

Yellowstone

Daniels, Hill, Phillips, Richland,
Roosevelt, Sheridan, Valley

Adams, Banner,

Chase, Cheyenne,

Clay, Deuel, Dundy,

Fillmore, Franklin,

Frontier, Furnas,

Gage, Garden,

Gosper, Harlan,

Boyd, Burt, Cedar,

Nebraska

Hayes, Hitchcock, Jefferson, Kimball,

All counties not listed

Cuming, Dakota, Dixon, Dodge,

Morrill, Nemaha,

Knox, Thurston

Nuckolls, Pawnee,

Perkins, Phelps,

Red Willow,

Richardson, Saline,

Scotts Bluff, Seward,

Thayer, Webster

Nevada

All counties not listed

Elko, Eureka, Nye, Washoe,
White Pine

New Hampshire

All counties not listed

Carroll, Coos, Grafton

New Jersey

All counties

New Mexico

All counties not listed

Rio Arriba Colfax, Mora, Taos

Albany, Bronx,

Cayuga, Columbia,

Cortland, Dutchess,

New York

Genessee, Kings, Livingston, Monroe, Nassau, New York, Niagara, Onondaga,
Ontario, Orange, Orleans, Putnam, Queens, Richmond,

All counties not listed

Clinton, Essex, Franklin, Hamilton,
Herkimer, Jefferson, Lewis,
St. Lawrence, Warren

Rockland, Seneca,

Suffolk, Wayne,

Westchester, Yates

North Carolina

All counties

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

STATE
North Dakota
Ohio Oklahoma Oregon
Pennsylvania
Rhode Island South Carolina
South Dakota
Tennessee Texas Utah

1500 or less
--
All counties not listed
All counties All counties
not listed
All counties not listed
All counties

TABLE R403.3(2)--continued AIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY

AIR-FREEZING INDEX

2000

2500

3000

Billings, Bowman

Ashland, Crawford,

Defiance, Holmes,

Huron, Knox,

Licking, Morrow,

Paulding, Putnam,

Richland, Seneca,

Williams

Baker, Crook, Grant, Harney

Berks, Blair,

Bradford, Cambria,

Cameron, Centre,

Clarion, Clearfield,

Clinton, Crawford,

Elk, Forest,

Huntingdon, Indiana, Jefferson,

Lackawanna, Lycom-

ing, McKean, Pike,

Potter,

Susquehanna, Tioga,

Venango, Warren,

Wayne, Wyoming

3500
Adams, Dickey, Golden Valley, Het-
tinger, LaMoure, Oliver, Ransom, Sargent, Sioux,
Slope, Stark

4000
All counties not listed

All counties

Beadle, Brookings,

Brown, Campbell,

Codington, Corson,

Bennett, Custer,

Bon Homme,

Day, Deuel,

Fall River,

Charles Mix,

Lawrence, Mellette, Davison, Douglas,

Shannon, Todd, Gregory, Jackson,

All counties not listed

Edmunds, Faulk, Grant, Hamlin,
Kingsbury,

Tripp

Jones, Lyman

Marshall,

McPherson,

Perkins, Roberts,

Spink, Walworth

All counties

Carbon, Daggett,

All counties not listed

Box Elder,

Garfield, Salt Lake, Duchesne, Rich,

Morgan, Weber

Summit

Sanpete, Uintah,

Wasatch

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

STATE
Vermont Virginia Washington West Virginia
Wisconsin
Wyoming

1500 or less
-- All counties All counties
not listed All counties
--
Goshen, Platte

TABLE R403.3(2)--continued AIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY

AIR-FREEZING INDEX

2000

2500

3000

3500

Addison,

Bennington, Grand Isle, Rutland, Windham

Chittenden, Franklin, Orange,
Washington,

Caledonia, Essex, Lamoille, Orleans

Windsor

Chelan, Douglas, Ferry, Okanogan

Kenosha, Kewaunee, Racine,
Sheboygan, Walworth

All counties not listed

Ashland, Barron, Burnett, Chippewa,
Clark, Dunn, Eau Claire, Florence, Forest, Iron, Jackson, La Crosse, Langlade, Marathon, Monroe, Pepin, Polk, Portage, Price, Rust, St. Croix, Taylor, Trempealeau, Vilas, Wood

Bayfield, Douglas, Lincoln, Oneida, Sawyer, Washburn

Converse, Crook, Laramie, Niobrara

Campbell, Carbon, Hot Springs,
Johnson, Natrona, Sheridan, Uinta,
Weston

Albany, Big Horn, Park, Washakie

Fremont, Teton

4000
-- -- -- --
--
Lincoln, Sublette, Sweetwater

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

INSULATION DETAIL

FLASHING PER SECTION R703.8 INSULATION PROTECTION PER SECTION R403.3.2

FINISH GRADE OR CONCRETE SLAB OF ADJACENT UNHEATED SLAB-ON-GRADE STRUCTURE
BEAM LINTEL OR CANTILEVER TO CARRY LOAD OVER NONLOADBEARING INSULATION

12 MAX. 12 MAX.

CONCRETE MASONRY OR PERMANENT WOOD FOUNDATION GRADE BEAM OR WALL OF ADJACENT UNHEATED STRUCTURE

FOOTING AS REQUIRED

HORIZONTAL INSULATION PLAN

FROST-PROTECTED SHALLOW FOUNDATION SLAB-ON-GRADE FLOOR PER SECTION R403.3
NOMINAL 4 SCREEN AND WASHED GRAVEL OR CRUSHED STONE, DRAINED PER SECTION R403.3.3 VERTICAL WALL INSULATIONa HORIZONTAL INSULATIONa

ATTACHED SLAB FOUNDATION OF UNHEATED SLAB-ON-GROUND STRUCTURE PER SECTIONS R403.1 AND R403.2

FOUNDATION PERIMETER

HEATED BUILDING AREA
C

For SI: 1 inch = 25.4 mm. a. See Table R403.3(1) for required dimensions and R-values for vertical and horizontal insulation.

FIGURE R403.3(3) INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS ADJACENT TO UNHEATED SLAB-ON-GROUND STRUCTURE

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

FOUNDATION OF HEATED STRUCTURE PER SECTIONS R403.1, R403.2 AND R403.3.2

B FROST-PROTECTED SHALLOW FOUNDATION
C

A C
INSIDE CORNER
FIGURE R403.3(4) INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS ADJACENT TO HEATED STRUCTURE

NUMBER UNIFORM

WALL

STORIES LOAD

1-story 2-story 3-story

1100 plf 1800 plf 2900 plf

1-story 2-story 3-story

1500 plf 2700 plf 4000 plf

1-story 2000 plf 2-story 3600 plf 3-story 5300 plf

TABLE R403.4 MINIMUM DEPTH OF CRUSHED STONE FOOTINGSa (D), (inches)

LOAD-BEARING VALUE OF SOIL (psf)

1500

2000

3000

MH, CH, CL, ML

SC, GC, SM, GM, SP, SW

GP, GW

Wall width (inches)

Conventional light-frame construction

644464446444

864464446444

16 14 12 10 10 8 6 6 6 4 4 4

4-inch brick veneer over light-frame or 8-inch hollow concrete masonry

644464446444

14 12 10 8 10 8 6 4 6 4 4 4

22 22 20 18 16 14 12 10 10 8 6 4

8-inch solid or fully grouted masonry

10 8 6 4 6 4 4 4 6 4 4 4

20 18 16 16 14 12 10 8 8 6 4 4

32 30 28 26 22 22 20 18 14 12 10 8

For SI: 1 inch = 25.4 mm, 1 plf = 14.6 N/m, 1 pound per square foot = 47.9 N/m2. a. Linear interpolation of stone depth between wall widths is permitted within each Load-Bearing Value of Soil (psf).

4000

Wall width (inches)

6444 6444 6444

6444 6444 10 8 6 4

100

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

PRECAST CONCRETE WALL

CRUSHED STONE FOOTING

INTERIOR

D NS GROUT

W
FIGURE R403.4(1) BASEMENT OR CRAWL SPACE WITH PRECAST FOUNDATION WALL BEARING ON CRUSHED STONE
SECTION R404 FOUNDATION AND RETAINING WALLS
R404.1 Concrete and masonry foundation walls. Concrete foundation walls shall be selected and constructed in accordance with the provisions of Section R404.1.3. Masonry foundation walls shall be selected and constructed in accordance with the provisions of Section R404.1.2.
** R404.1.1 Design required. Concrete or masonry foundation walls shall be designed in accordance with accepted engineering practice where either of the following conditions exists:
1. Walls are subject to hydrostatic pressure from ground water.
2. Walls supporting more than 48 inches (1219 mm) of unbalanced backfill that do not have permanent lateral support at the top or bottom.
R404.1.2 Design of masonry foundation walls. Masonry foundation walls shall be designed and constructed in accordance with the provisions of this section or in accordance with the provisions of TMS 402/ACI 530/ASCE 5. When TMS 402/ACI 530/ASCE 5 or the provisions of this section are used to design masonry foundation walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.
R404.1.2.1 Masonry foundation walls. Concrete masonry and clay masonry foundation walls shall be

W
FIGURE R403.4(2) BASEMENT OR CRAWL SPACE WITH PRECAST
FOUNDATION WALL ON SPREAD FOOTING
constructed as set forth in Table R404.1.1(1), R404.1.1(2), R404.1.1(3) or R404.1.1(4) and shall also comply with applicable provisions of Section R606. In buildings assigned to Seismic Design Categories D0, D1 and D2, concrete masonry and clay masonry foundation walls shall also comply with Section R404.1.4.1. Rubble stone masonry foundation walls shall be constructed in accordance with Sections R404.1.8 and R606.3.2. Rubble stone masonry walls shall not be used in Seismic Design Categories D0, D1 and D2. R404.1.3 Concrete foundation walls. Concrete foundation walls that support light-frame walls shall be designed and constructed in accordance with the provisions of this section, ACI 318, ACI 332 or PCA 100. Concrete foundation walls that support above-grade concrete walls that are within the applicability limits of Section R608.2 shall be designed and constructed in accordance with the provisions of this section, ACI 318, ACI 332 or PCA 100. Concrete foundation walls that support above-grade concrete walls that are not within the applicability limits of Section R608.2 shall be designed and constructed in accordance with the provisions of ACI 318, ACI 332 or PCA 100. When ACI 318, ACI 332, PCA 100 or the provisions of this section are used to design concrete foundation walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.

2015 INTERNATIONAL RESIDENTIAL CODE®

101

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

MAXIMUM WALL HEIGHT (feet)
5 6 7
8
9

TABLE R404.1.1(1) PLAIN MASONRY FOUNDATION WALLSf

MAXIMUM UNBALANCED BACKFILL HEIGHTc
(feet)
4 5
4 5 6
4 5 6 7
4 5 6 7 8
4 5 6 7 8 9

PLAIN MASONRYa MINIMUM NOMINAL WALL THICKNESS (inches)

Soil classesb

GW, GP, SW and SP
6 solidd or 8 6 solidd or 8
6 solidd or 8 6 solidd or 8
8
6 solidd or 8 6 solidd or 8
10 12
6 solidd or 8 6 solidd or 8
10 12 10 groutd
6 groutd or 8 solidd or 12 6 groutd or 10 solidd 8 groutd or 12 solidd 10 groutd 10 groutd 12 grout

GM, GC, SM, SM-SC and ML
6 solidd or 8 8
6 solidd or 8 8 10
8 10 12 10 solidd
6 solidd or 8 10 12
12 solidd 12 groutd
6 groutd or 8 solidd 8 groutd or 12 solidd
10 groutd 10 groutd 12 grout Footnote e

SC, MH, ML-CL and inorganic CL
6 solidd or 8 10
6 solidd or 8 10 12
8 10 10 solidd 12 solidd
8 12 12 solidd Footnote e Footnote e
8 groutd or 10 solidd 8 groutd 10 groutd 12 grout
Footnote e Footnote e

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 Pa. a. Mortar shall be Type M or S and masonry shall be laid in running bond. Ungrouted hollow masonry units are permitted except where otherwise indicated. b. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. c. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the
foundation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted. d. Solid indicates solid masonry unit; grout indicates grouted hollow units. e. Wall construction shall be in accordance with either Table R404.1.1(2), Table R404.1.1(3), Table R404.1.1(4), or a design shall be provided. f. The use of this table shall be prohibited for soil classifications not shown.

102

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

WALL HEIGHT
6 feet 8 inches 7 feet 4 inches
8 feet 8 feet 8 inches 9 feet 4 inches
10 feet

TABLE R404.1.1(2) 8-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d 5 INCHESa, c, f

HEIGHT OF
UNBALANCED BACKFILLe

MINIMUM VERTICAL REINFORCEMENT AND SPACING (INCHES)b, c

Soil classes and lateral soil loadd (psf per foot below grade)

GW, GP, SW and SP soils 30

GM, GC, SM, SM-SC and ML soils SC, ML-CL and inorganic CL soils

4 feet (or less) 5 feet
6 feet 8 inches

#4 at 48 #4 at 48 #4 at 48

#4 at 48 #4 at 48 #5 at 48

#4 at 48 #4 at 48 #6 at 48

4 feet (or less) 5 feet 6 feet
7 feet 4 inches

#4 at 48 #4 at 48 #4 at 48 #5 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 40

4 feet (or less) 5 feet 6 feet 7 feet 8 feet

#4 at 48 #4 at 48 #4 at 48 #5 at 48 #5 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 48 #6 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 40 #6 at 32

4 feet (or less) 5 feet 6 feet 7 feet
8 feet 8 inches

#4 at 48 #4 at 48 #4 at 48 #5 at 48 #6 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 48 #6 at 32

#4 at 48 #5 at 48 #6 at 48 #6 at 40 #6 at 24

4 feet (or less) 5 feet 6 feet 7 feet 8 feet
9 feet 4 inches

#4 at 48 #4 at 48 #4 at 48 #5 at 48 #6 at 48 #6 at 40

#4 at 48 #4 at 48 #5 at 48 #6 at 48 #6 at 40 #6 at 24

#4 at 48 #5 at 48 #6 at 48 #6 at 40 #6 at 24 #6 at 16

4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 10 feet

#4 at 48 #4 at 48 #4 at 48 #5 at 48 #6 at 48 #6 at 40 #6 at 32

#4 at 48 #4 at 48 #5 at 48 #6 at 48 #6 at 32 #6 at 24 #6 at 16

#4 at 48 #5 at 48 #6 at 48 #6 at 32 #6 at 24 #6 at 16 #6 at 16

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/mm.
a. Mortar shall be Type M or S and masonry shall be laid in running bond.
b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches in Seismic Design Categories A, B and C, and 48 inches in Seismic Design Categories D0, D1 and D2.
c. Vertical reinforcement shall be Grade 60 minimum. The distance, d, from the face of the soil side of the wall to the center of vertical reinforcement shall be not less than 5 inches.
d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer to Table R405.1.
e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted.
f. The use of this table shall be prohibited for soil classifications not shown.

2015 INTERNATIONAL RESIDENTIAL CODE®

103

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

WALL HEIGHT
6 feet 8 inches 7 feet 4 inches
8 feet 8 feet 8 inches 9 feet 4 inches
10 feet

TABLE R404.1.1(3) 10-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d 6.75 INCHESa, c, f

HEIGHT OF
UNBALANCED BACKFILLe

MINIMUM VERTICAL REINFORCEMENT AND SPACING (INCHES)b, c

Soil classes and later soil loadd (psf per foot below grade)

GW, GP, SW and SP soils 30

GM, GC, SM, SM-SC and ML soils SC, ML-CL and inorganic CL soils

4 feet (or less) 5 feet
6 feet 8 inches

#4 at 56 #4 at 56 #4 at 56

#4 at 56 #4 at 56 #5 at 56

4 feet (or less) 5 feet 6 feet
7 feet 4 inches

#4 at 56 #4 at 56 #4 at 56 #4 at 56

#4 at 56 #4 at 56 #4 at 56 #5 at 56

#4 at 56 #4 at 56 #5 at 56 #6 at 56

4 feet (or less) 5 feet 6 feet 7 feet 8 feet

#4 at 56 #4 at 56 #4 at 56 #4 at 56 #5 at 56

#4 at 56 #4 at 56 #4 at 56 #5 at 56 #6 at 56

#4 at 56 #4 at 56 #5 at 56 #6 at 56 #6 at 48

4 feet (or less) 5 feet 6 feet 7 feet
8 feet 8 inches

#4 at 56 #4 at 56 #4 at 56 #4 at 56 #5 at 56

#4 at 56 #4 at 56 #4 at 56 #5 at 56 #6 at 48

#4 at 56 #4 at 56 #5 at 56 #6 at 56 #6 at 32

4 feet (or less) 5 feet 6 feet 7 feet 8 feet
9 feet 4 inches

#4 at 56 #4 at 56 #4 at 56 #4 at 56 #5 at 56 #6 at 56

#4 at 56 #4 at 56 #5 at 56 #5 at 56 #6 at 56 #6 at 40

#4 at 56 #4 at 56 #5 at 56 #6 at 56 #6 at 40 #6 at 24

4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 10 feet

#4 at 56 #4 at 56 #4 at 56 #5 at 56 #5 at 56 #6 at 56 #6 at 48

#4 at 56 #4 at 56 #5 at 56 #6 at 56 #6 at 48 #6 at 40 #6 at 32

#4 at 56 #4 at 56 #5 at 56 #6 at 48 #6 at 40 #6 at 24 #6 at 24

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/mm.
a. Mortar shall be Type M or S and masonry shall be laid in running bond.
b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches in Seismic Design Categories A, B and C, and 48 inches in Seismic Design Categories D0, D1 and D2.
c. Vertical reinforcement shall be Grade 60 minimum. The distance, d, from the face of the soil side of the wall to the center of vertical reinforcement shall be not less than 6.75 inches.
d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer to Table R405.1.
e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted.
f. The use of this table shall be prohibited for soil classifications not shown.

104

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

WALL HEIGHT
6 feet 8 inches 7 feet 4 inches
8 feet 8 feet 8 inches 9 feet 4 inches
10 feet

TABLE R404.1.1(4) 12-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d 8.75 INCHESa, c, f

HEIGHT OF
UNBALANCED BACKFILLe

MINIMUM VERTICAL REINFORCEMENT AND SPACING (INCHES)b, c

Soil classes and lateral soil loadd (psf per foot below grade)

GW, GP, SW and SP soils 30

GM, GC, SM, SM-SC and ML soils SC, ML-CL and inorganic CL soils

4 feet (or less) 5 feet
6 feet 8 inches

#4 at 72 #4 at 72 #4 at 72

#4 at 72 #4 at 72 #5 at 72

4 feet (or less) 5 feet 6 feet
7 feet 4 inches

#4 at 72 #4 at 72 #4 at 72 #4 at 72

#4 at 72 #4 at 72 #4 at 72 #5 at 72

#4 at 72 #4 at 72 #5 at 72 #6 at 72

4 feet (or less) 5 feet 6 feet 7 feet 8 feet

#4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72

#4 at 72 #4 at 72 #4 at 72 #5 at 72 #6 at 72

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 64

4 feet (or less) 5 feet 6 feet 7 feet
8 feet 8 inches

#4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72

#4 at 72 #4 at 72 #4 at 72 #5 at 72 #7 at 72

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 48

4 feet (or less) 5 feet 6 feet 7 feet 8 feet
9 feet 4 inches

#4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72 #6 at 72

#4 at 72 #4 at 72 #5 at 72 #5 at 72 #6 at 72 #6 at 48

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 56 #6 at 40

4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 10 feet

#4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 64

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 72 #6 at 56 #6 at 40

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 48 #6 at 40 #6 at 32

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/mm.
a. Mortar shall be Type M or S and masonry shall be laid in running bond.
b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches in Seismic Design Categories A, B and C, and 48 inches in Seismic Design Categories D0, D1 and D2.
c. Vertical reinforcement shall be Grade 60 minimum. The distance, d, from the face of the soil side of the wall to the center of vertical reinforcement shall be not less than 8.75 inches.
d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer to Table R405.1.
e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground levels. Where an interior concrete slab-on-grade is provided and in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height is permitted to be measured from the exterior finish ground level to the top of the interior concrete slab is permitted.
f. The use of this table shall be prohibited for soil classifications not shown.

2015 INTERNATIONAL RESIDENTIAL CODE®

105

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R404.1.3.1 Concrete cross-section. Concrete walls constructed in accordance with this code shall comply with the shapes and minimum concrete cross-sectional dimensions required by Table R608.3. Other types of forming systems resulting in concrete walls not in compliance with this section and Table R608.3 shall be designed in accordance with ACI 318.
R404.1.3.2 Reinforcement for foundation walls. Concrete foundation walls shall be laterally supported at the top and bottom. Horizontal reinforcement shall be provided in accordance with Table R404.1.2(1). Vertical reinforcement shall be provided in accordance with Table R404.1.2(2), R404.1.2(3), R404.1.2(4), R404.1.2(5), R404.1.2(6), R404.1.2(7) or R404.1.2(8). Vertical reinforcement for flat basement walls retaining 4 feet (1219 mm) or more of unbalanced backfill is permitted to be determined in accordance with Table R404.1.2(9). For basement walls supporting abovegrade concrete walls, vertical reinforcement shall be the greater of that required by Tables R404.1.2(2) through R404.1.2(8) or by Section R608.6 for the above-grade wall. In buildings assigned to Seismic Design Category D0, D1 or D2, concrete foundation walls shall also comply with Section R404.1.4.2.
R404.1.3.2.1 Concrete foundation stem walls supporting above-grade concrete walls. Foundation stem walls that support above-grade concrete walls shall be designed and constructed in accordance with this section.
1. Stem walls not laterally supported at top. Concrete stem walls that are not monolithic with slabs-on-ground or are not otherwise laterally supported by slabs-on-ground shall comply with this section. Where unbalanced backfill retained by the stem wall is less than or equal to 18 inches (457 mm), the stem wall and abovegrade wall it supports shall be provided with vertical reinforcement in accordance with Section R608.6 and Table R608.6(1), R608.6(2) or R608.6(3) for above-grade walls. Where unbalanced backfill retained by the stem wall is greater than 18 inches (457 mm), the stem wall and above-grade wall it supports shall be provided with vertical reinforcement in accordance with Section R608.6 and Table R608.6(4).
2. Stem walls laterally supported at top. Concrete stem walls that are monolithic with slabs-on-

ground or are otherwise laterally supported by slabs-on-ground shall be vertically reinforced in accordance with Section R608.6 and Table R608.6(1), R608.6(2) or R608.6(3) for abovegrade walls. Where the unbalanced backfill retained by the stem wall is greater than 18 inches (457 mm), the connection between the stem wall and the slab-on-ground, and the portion of the slab-on-ground providing lateral support for the wall shall be designed in accordance with PCA 100 or with accepted engineering practice. Where the unbalanced backfill retained by the stem wall is greater than 18 inches (457 mm), the minimum nominal thickness of the wall shall be 6 inches (152 mm).
R404.1.3.2.2 Concrete foundation stem walls supporting light-frame above-grade walls. Concrete foundation stem walls that support light-frame above-grade walls shall be designed and constructed in accordance with this section.
1. Stem walls not laterally supported at top. Concrete stem walls that are not monolithic with slabs-on-ground or are not otherwise laterally supported by slabs-on-ground and retain 48 inches (1219 mm) or less of unbalanced fill, measured from the top of the wall, shall be constructed in accordance with Section R404.1.3. Foundation stem walls that retain more than 48 inches (1219 mm) of unbalanced fill, measured from the top of the wall, shall be designed in accordance with Sections R404.1.4 and R404.4.
2. Stem walls laterally supported at top. Concrete stem walls that are monolithic with slabs-onground or are otherwise laterally supported by slabs-on-ground shall be constructed in accordance with Section R404.1.3. Where the unbalanced backfill retained by the stem wall is greater than 48 inches (1219 mm), the connection between the stem wall and the slabon-ground, and the portion of the slab-onground providing lateral support for the wall, shall be designed in accordance with PCA 100 or in accordance with accepted engineering practice.

TABLE R404.1.2(1) MINIMUM HORIZONTAL REINFORCEMENT FOR CONCRETE BASEMENT WALLSa, b

MAXIMUM UNSUPPORTED HEIGHT OF BASEMENT WALL
(feet)

LOCATION OF HORIZONTAL REINFORCEMENT

One No. 4 bar within 12 inches of the top of the wall story and one No. 4 bar near mid-height of the wall story.

> 8

One No. 4 bar within 12 inches of the top of the wall story and one No. 4 bar near third points in the wall story.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa. a. Horizontal reinforcement requirements are for reinforcing bars with a minimum yield strength of 40,000 psi and concrete with a minimum concrete
compressive strength of 2,500 psi. b. See Section R404.1.2.2 for minimum reinforcement required for foundation walls supporting above-grade concrete walls.

106

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R404.1.3.3 Concrete, materials for concrete, and forms. Materials used in concrete, the concrete itself and forms shall conform to requirements of this section or ACI 318.
R404.1.3.3.1 Compressive strength. The minimum specified compressive strength of concrete, f c, shall comply with Section R402.2 and shall be not less than 2,500 psi (17.2 MPa) at 28 days in buildings assigned to Seismic Design Category A, B or C and 3000 psi (20.5 MPa) in buildings assigned to Seismic Design Category D0, D1 or D2.
R404.1.3.3.2 Concrete mixing and delivery. Mixing and delivery of concrete shall comply with ASTM C 94 or ASTM C 685.

R404.1.3.3.3 Maximum aggregate size. The nominal maximum size of coarse aggregate shall not exceed one-fifth the narrowest distance between sides of forms, or three-fourths the clear spacing between reinforcing bars or between a bar and the side of the form.
Exception: When approved, these limitations shall not apply where removable forms are used and workability and methods of consolidation permit concrete to be placed without honeycombs or voids.

TABLE R404.1.2(2) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH NOMINAL FLAT CONCRETE BASEMENT WALLSb, c, d, e, g, h, i, j, k

MAXIMUM UNSUPPORTED WALL HEIGHT (feet)

MAXIMUM UNBALANCED BACKFILL HEIGHTf
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Soil classesa and design lateral soil (psf per foot of depth)

GW, GP, SW, SP 30

GM, GC, SM, SM-SC and ML SC, ML-CL and inorganic CL

6 @ 39

6 @ 48

5 @ 39

6 @ 48

6 @ 35

6 @ 48

6 @ 34

6 @ 25

6 @ 39

6 @ 25

6 @ 18

5 @ 37

6 @ 48

5 @ 36

6 @ 44

6 @ 32

6 @ 47

6 @ 30

6 @ 22

6 @ 34

6 @ 22

6 @ 16

6 @ 27

6 @ 17

5 @ 35

6 @ 48

6 @ 41

6 @ 30

6 @ 43

6 @ 28

6 @ 20

6 @ 31

6 @ 20

6 @ 24

6 @ 15

6 @ 19

2015 INTERNATIONAL RESIDENTIAL CODE®

107

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R404.1.3.3.4 Proportioning and slump of concrete. Proportions of materials for concrete shall be established to provide workability and consistency to permit concrete to be worked readily into forms and around reinforcement under conditions of placement to be employed, without segregation or excessive bleeding. Slump of concrete placed in removable forms shall not exceed 6 inches (152 mm).
Exception: When approved, the slump is permitted to exceed 6 inches (152 mm) for concrete mixtures that are resistant to segregation, and are in accordance with the form manufacturer's recommendations.
Slump of concrete placed in stay-in-place forms shall exceed 6 inches (152 mm). Slump of concrete

shall be determined in accordance with ASTM C 143.
R404.1.3.3.5 Consolidation of concrete. Concrete shall be consolidated by suitable means during placement and shall be worked around embedded items and reinforcement and into corners of forms. Where stay-in-place forms are used, concrete shall be consolidated by internal vibration.
Exception: When approved for concrete to be placed in stay-in-place forms, self-consolidating concrete mixtures with slumps equal to or greater than 8 inches (203 mm) that are specifically designed for placement without internal vibration need not be internally vibrated.

TABLE R404.1.2(3) MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH (203 mm) NOMINAL FLAT CONCRETE BASEMENT WALLSb, c, d, e, f, h, i, j

MAXIMUM UNSUPPORTED WALL HEIGHT (feet)

MAXIMUM UNBALANCED BACKFILL HEIGHTg
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Soil classesa and design lateral soil (psf per foot of depth)

GW, GP, SW, SP 30

GM, GC, SM, SM-SC and ML SC, ML-CL and inorganic CL

6 @ 37

6 @ 36

6 @ 35

6 @ 41

6 @ 35

6 @ 26

6 @ 35

6 @ 32

6 @ 36

6 @ 32

6 @ 23

6 @ 35

6 @ 25

6 @ 18

6 @ 35

6 @ 29

6 @ 35

6 @ 29

6 @ 21

6 @ 34

6 @ 22

6 @ 16

6 @ 27

6 @ 17

6 @ 13

108

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R404.1.3.3.6 Form materials and form ties. Forms shall be made of wood, steel, aluminum, plastic, a composite of cement and foam insulation, a composite of cement and wood chips, or other approved material suitable for supporting and containing concrete. Forms shall provide sufficient strength to contain concrete during the concrete placement operation.
Form ties shall be steel, solid plastic, foam plastic, a composite of cement and wood chips, a composite of cement and foam plastic, or other suitable material capable of resisting the forces created by fluid pressure of fresh concrete.

R404.1.3.3.6.1 Stay-in-place forms. Stay-inplace concrete forms shall comply with this section.
1. Surface burning characteristics. The flamespread index and smoke-developed index of forming material, other than foam plastic, left exposed on the interior shall comply with Section R302. The surface burning characteristics of foam plastic used in insulating concrete forms shall comply with Section R316.3.
2. Interior covering. Stay-in-place forms constructed of rigid foam plastic shall be protected on the interior of the building as required by Section R316. Where gypsum

TABLE R404.1.2(4) MINIMUM VERTICAL REINFORCEMENT FOR 10-INCH NOMINAL FLAT CONCRETE BASEMENT WALLSb, c, d, e, f, h, i, j

MAXIMUM UNSUPPORTED WALL HEIGHT (feet)

MAXIMUM UNBALANCED BACKFILL HEIGHTg
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Soil classesa and design lateral soil (psf per foot of depth)

GW, GP, SW, SP 30

GM, GC, SM, SM-SC and ML SC, ML-CL and inorganic CL

6 @ 48

6 @ 35

6 @ 28

6 @ 31

6 @ 28

6 @ 37

6 @ 28

6 @ 24

6 @ 28

6 @ 33

6 @ 28

6 @ 21

6 @ 28

6 @ 23

6 @ 17

2015 INTERNATIONAL RESIDENTIAL CODE®

109

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

board is used to protect the foam plastic, it shall be installed with a mechanical fastening system. Use of adhesives in addition to mechanical fasteners is permitted.
3. Exterior wall covering. Stay-in-place forms constructed of rigid foam plastics shall be protected from sunlight and physical damage by the application of an approved exterior wall covering complying with this code. Exterior surfaces of other stay-in-

place forming systems shall be protected in accordance with this code.
4. Termite protection. In areas where the probability of termite infestation is "very heavy" as indicated by Table R301.2(1) or Figure R301.2(6), foam plastic insulation shall be permitted below grade on foundation walls in accordance with Section R318.4.
5. Flat ICF wall system forms shall conform to ASTM E 2634.

TABLE R404.1.2(5) MINIMUM VERTICAL WALL REINFORCEMENT FOR 6-INCH WAFFLE-GRID BASEMENT WALLSb, c, d, e, g, h, i, j

MAXIMUM UNSUPPORTED WALL HEIGHT (feet)

MAXIMUM UNBALANCED BACKFILL HEIGHTf
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Soil classesa and design lateral soil (psf per foot of depth)

GW, GP, SW, SP 30

GM, GC, SM, SM-SC and ML SC, ML-CL and inorganic CL

4 @ 48

4 @ 46

6 @ 39

4 @ 45

5 @ 46

6 @ 47

5 @ 45

6 @ 40

6 @ 44

6 @ 32

4 @ 48

4 @ 46

4 @ 37

4 @ 42

5 @ 43

6 @ 44

5 @ 41

6 @ 37

6 @ 39

> 8

DRi

4 @ 48

4 @ 46

4 @ 35

4 @ 40

5 @ 40

6 @ 41

5 @ 38

6 @ 34

6 @ 36

> 8

For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi concrete with a minimum specified compressive strength of 2,500 psi
and vertical reinforcement being located at the centerline of the wall. See Section R404.1.3.3.7.2. c. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual
spacing in the wall shall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). d. Deflection criterion is L/240, where L is the height of the basement wall in inches. e. Interpolation is not permitted. f. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. g. See Section R404.1.3.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. h. See Table R608.3 for thicknesses and dimensions of waffle-grid walls. i. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. j. The use of this table shall be prohibited for soil classifications not shown.

110

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R404.1.3.3.7 Reinforcement.
R404.1.3.3.7.1 Steel reinforcement. Steel reinforcement shall comply with the requirements of ASTM A 615, A 706, or A 996. ASTM A 996 bars produced from rail steel shall be Type R. In buildings assigned to Seismic Design Category A, B or C, the minimum yield strength of reinforcing steel shall be 40,000 psi (Grade 40) (276 MPa). In buildings assigned to Seismic Design Category D0, D1 or D2, reinforcing steel shall comply with the requirements of ASTM A 706 for low-alloy steel with a minimum yield strength of 60,000 psi (Grade 60) (414 MPa).
R404.1.3.3.7.2 Location of reinforcement in wall. The center of vertical reinforcement in

basement walls determined from Tables R404.1.2(2) through R404.1.2(7) shall be located at the centerline of the wall. Vertical reinforcement in basement walls determined from Table R404.1.2(8) shall be located to provide a maximum cover of 11/4 inches (32 mm) measured from the inside face of the wall. Regardless of the table used to determine vertical wall reinforcement, the center of the steel shall not vary from the specified location by more than the greater of 10 percent of the wall thickness and 3/8 inch (10 mm). Horizontal and vertical reinforcement shall be located in foundation walls to provide the minimum cover required by Section R404.1.3.3.7.4.

TABLE R404.1.2(6) MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH WAFFLE-GRID BASEMENT WALLSb, c, d, e, f, h, i, j, k

MAXIMUM UNSUPPORTED WALL HEIGHT (feet)

MAXIMUM UNBALANCED BACKFILL HEIGHTg
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Soil classesa and design lateral soil (psf per foot of depth)

GW, GP, SW, SP 30

GM, GC, SM, SM-SC and ML SC, ML-CL and inorganic CL

5 @ 48

5 @ 46

5 @ 48

5 @ 43

6 @ 45

5 @ 46

6 @ 43

6 @ 31

6 @ 48

6 @ 32

6 @ 23

5 @ 47

5 @ 46

5 @ 39

6 @ 41

5 @ 42

6 @ 38

6 @ 28

6 @ 44

6 @ 28

6 @ 20

6 @ 34

6 @ 21

5 @ 46

5 @ 44

5 @ 46

5 @ 37

6 @ 38

5 @ 38

6 @ 35

6 @ 25

6 @ 39

6 @ 25

6 @ 30

6 @ 24

For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. NR = Not required. a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi concrete with a minimum specified compressive strength of 2,500 psi
and vertical reinforcement being located at the centerline of the wall. See Section R404.1.3.3.7.2. c. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 (420 MPa) and the size specified in the table, the
actual spacing in the wall shall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). d. NR indicates no vertical reinforcement is required. e. Deflection criterion is L/240, where L is the height of the basement wall in inches. f. Interpolation shall not be permitted. g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. h. See Section R404.1.3.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. i. See Table R608.3 for thicknesses and dimensions of waffle-grid walls. j. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. k. The use of this table shall be prohibited for soil classifications not shown.

2015 INTERNATIONAL RESIDENTIAL CODE®

111

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R404.1.3.3.7.3 Wall openings. Vertical wall reinforcement required by Section R404.1.3.2 that is interrupted by wall openings shall have additional vertical reinforcement of the same size placed within 12 inches (305 mm) of each side of the opening.
R404.1.3.3.7.4 Support and cover. Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system to prevent displacement during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (75 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 11/2 inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger.

For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be 3/4 inch (19 mm). The minus tolerance for cover shall not exceed the smaller of one-third the required cover or 3/8 inch (10 mm).
R404.1.3.3.7.5 Lap splices. Vertical and horizontal wall reinforcement shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splice shall be in accordance with Table R608.5.4.(1) and Figure R608.5.4(1). The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length and 6 inches (152 mm) [See Figure R608.5.4(1)].

TABLE R404.1.2(7) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH (152 mm) SCREEN-GRID BASEMENT WALLSb, c, d, e, g, h, i, j

MAXIMUM UNSUPPORTED WALL HEIGHT (feet)

MAXIMUM UNBALANCED BACKFILL HEIGHTf
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Soil classesa and design lateral soil (psf per foot of depth)

GW, GP, SW, SP 30

GM, GC, SM, SM-SC and ML SC, ML-CL and inorganic CL

4 @ 48

5 @ 43

4 @ 48

5 @ 48

5 @ 37

5 @ 48

6 @ 45

6 @ 32

6 @ 48

6 @ 36

4 @ 48

4 @ 41

4 @ 48

5 @ 48

6 @ 48

5 @ 45

6 @ 41

6 @ 43

> 8

4 @ 48

4 @ 39

4 @ 44

5 @ 44

6 @ 46

5 @ 42

6 @ 38

6 @ 40

> 8

For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi, concrete with a minimum specified compressive strength of 2,500 psi
and vertical reinforcement being located at the centerline of the wall. See Section R404.1.3.3.7.2. c. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual
spacing in the wall shall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). d. Deflection criterion is L/240, where L is the height of the basement wall in inches. e. Interpolation is not permitted. f. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. g. See Sections R404.1.3.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. h. See Table R608.3 for thicknesses and dimensions of screen-grid walls. i. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. j. The use of this table shall be prohibited for soil classifications not shown.

112

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

TABLE R404.1.2(8) MINIMUM VERTICAL REINFORCEMENT FOR 6-, 8-, 10- AND 12-INCH NOMINAL FLAT BASEMENT WALLSb, c, d, e, f, h, i, k, n, o

MAXIMUM WALL HEIGHT (feet)

MAXIMUM UNBALANCED
BACKFILL HEIGHTg
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Soil classesa and design lateral soil (psf per foot of depth)

GW, GP, SW, SP 30

GM, GC, SM, SM-SC and ML 45

SC, ML-CL and inorganic CL 60

Minimum nominal wall thickness (inches)

NRl

NR 4 @ 35 NRl

NR 5 @ 48 NR

NR 5 @ 36 NR

NR 5 @ 47 NR

NR 5 @ 42 NR

NR 6 @ 43 5 @ 48 NRl

5 @ 46 NR

NR 6 @ 42 5 @ 46 NRl

NR 6 @ 34 6 @ 48 NR

NR 4 @ 38 NRl

NR 5 @ 43 NR

4 @ 37 NRl

NR 5 @ 37 NR

NR 6 @ 37 5 @ 43 NRl

5 @ 40 NR

NR 6 @ 37 5 @ 41 NRl

NR 6 @ 34 6 @ 43 NR

6 @ 43 5 @ 47 NRl

NR 6 @ 34 6 @ 43 NR

NR 6 @ 27 6 @ 32 6 @ 44 NR

NR 4 @ 35 NRl

NR 5 @ 40 NR

4 @ 34 NRl

NR 6 @ 48 NR

NR 6 @ 36 6 @ 39 NRl

5 @ 36 NR

NR 6 @ 34 5 @ 37 NR

NR 6 @ 33 6 @ 38 5 @ 37 NRl

6 @ 38 5 @ 41 NRl

NR 6 @ 33 6 @ 38 5 @ 37 NRl 6 @ 24 6 @ 29 6 @ 39 4 @ 48m

6 @ 34 6 @ 46 NR

NR 6 @ 26 6 @ 30 6 @ 41 NR 6 @ 19 6 @ 23 6 @ 30 6 @ 39

NR 4 @ 33 NRl

NR 5 @ 38 NR

5 @ 48 NRl

NR 6 @ 45 NR

NR 6 @ 34 5 @ 37 NR

6 @ 47 NR

NR 6 @ 34 6 @ 48 NR

NR 6 @ 30 6 @ 35 6 @ 48 NRl

6 @ 34 5 @ 38 NR

NR 6 @ 30 6 @ 34 6 @ 47 NRl 6 @ 22 6 @ 26 6 @ 35 6 @ 45m

6 @ 34 6 @ 41 4 @ 48 NRl 6 @ 23 6 @ 27 6 @ 35 4 @ 48m DR 6 @ 22 6 @ 27 6 @ 34

6 @ 28 6 @ 33 6 @ 45 NR

DRj 6 @ 23 6 @ 29 6 @ 38 DR 6 @ 22 6 @ 22 6 @ 28

For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa.
NR = Not required.
a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1.
b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi.
c. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9).
d. NR indicates no vertical wall reinforcement is required, except for 6-inch nominal walls formed with stay-in-place forming systems in which case vertical reinforcement shall be No. 4@48 inches on center.
e. Allowable deflection criterion is L/240, where L is the unsupported height of the basement wall in inches.
f. Interpolation is not permitted.
g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. h. Vertical reinforcement shall be located to provide a cover of 11/4 inches measured from the inside face of the wall. The center of the steel shall not vary from
the specified location by more than the greater of 10 percent of the wall thickness or 3/8 inch. i. Concrete cover for reinforcement measured from the inside face of the wall shall be not less than 3/4 inch. Concrete cover for reinforcement measured from
the outside face of the wall shall be not less than 11/2 inches for No. 5 bars and smaller, and not less than 2 inches for larger bars. j. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318.
k. Concrete shall have a specified compressive strength, fc, of not less than 2,500 psi at 28 days, unless a higher strength is required by Footnote l or m. l. The minimum thickness is permitted to be reduced 2 inches, provided the minimum specified compressive strength of concrete, f c, is 4,000 psi. m. A plain concrete wall with a minimum nominal thickness of 12 inches is permitted, provided minimum specified compressive strength of concrete, f c, is
3,500 psi.
n. See Table R608.3 for tolerance from nominal thickness permitted for flat walls.
o. The use of this table shall be prohibited for soil classifications not shown.

2015 INTERNATIONAL RESIDENTIAL CODE®

113

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

TABLE R404.1.2(9) MINIMUM SPACING FOR ALTERNATE BAR SIZE AND/OR ALTERNATE GRADE OF STEELa, b, c

BAR SIZE FROM APPLICABLE TABLE IN SECTION R404.1.3.2

BAR SPACING FROM APPLICABLE TABLE IN
SECTION R404.1.3.2 (inches)

Grade 60

Alternate bar size and/or alternate grade of steel desired

Grade 40

Grade 60

Grade 40

Grade 60

Grade 40

Maximum spacing for alternate bar size and/or alternate grade of steel (inches)

12 18

14 20

16 22

10 15

17 24

11 16

19 26

12 18

20 29

13 19

22 31

14 21

23 33 10 16 22 10 21

10 14

25 35 11 17 23 10 23

11 15

26 37 11 18 25 11 24

11 16

28 40 12 19 26 12 26

12 17

29 42 13 20 28 12 27

13 18

31 44 13 21 29 13 28

13 19

33 46 14 22 31 14 30

14 20 10 15

10 14

34 48 15 23 32 14 31

15 21 10 16

10 15

36 48 15 24 34 15 33 10 15 22 10 16

11 15

37 48 16 25 35 15 34 10 16 23 11 17

11 16

39 48 17 26 37 16 35 11 17 24 11 18

12 17

40 48 17 27 38 17 37 11 17 25 12 18

12 17

42 48 18 28 40 17 38 12 18 26 12 19

13 18

43 48 19 29 41 18 40 12 19 26 13 20

13 19

45 48 19 30 43 19 41 12 19 27 13 20

14 19

47 48 20 31 44 19 43 13 20 28 14 21

14 20

48 48 21 32 45 20 44 13 21 29 14 22

15 21

48 48 21 33 47 21 45 14 21 30 15 23 10 15 21

48 48 22 34 48 21 47 14 22 31 15 23 10 16 22

48 48 23 35 48 22 48 15 23 32 15 24 10 16 23

48 48 23 36 48 23 48 15 23 33 16 25 11 16 23

48 48 24 37 48 23 48 15 24 34 16 25 11 17 24

48 48 25 38 48 24 48 16 25 35 17 26 11 17 25

48 48 25 39 48 25 48 16 25 36 17 27 12 18 25

48 48 26 40 48 25 48 17 26 37 18 27 12 18 26

48 48 27 41 48 26 48 17 27 38 18 28 12 19 27

48 48 27 42 48 26 48 18 27 39 19 29 12 19 27

48 48 28 43 48 27 48 18 28 40 19 30 13 20 28

48 48 29 44 48 28 48 18 29 41 20 30 13 20 29

48 48 29 45 48 28 48 19 29 42 20 31 13 21 29

48 48 30 47 48 29 48 19 30 43 20 32 14 21 30

48 48 31 48 48 30 48 20 31 44 21 32 14 22 31

48 48 31 48 48 30 48 20 31 44 21 33 14 22 31

48 48 32 48 48 31 48 21 32 45 22 34 15 23 32

For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa. a. This table is for use with tables in Section R404.1.3.2 that specify the minimum bar size and maximum spacing of vertical wall reinforcement for foundation
walls and above-grade walls. Reinforcement specified in tables in Section R404.1.3.2 is based on Grade 60 steel reinforcement. b. Bar spacing shall not exceed 48 inches on center and shall be not less than one-half the nominal wall thickness. c. For Grade 50 steel bars (ASTM A 996, Type R), use spacing for Grade 40 bars or interpolate between Grades 40 and 60.

114

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R404.1.3.3.7.6 Alternate grade of reinforcement and spacing. Where tables in Section R404.1.3.2 specify vertical wall reinforcement based on minimum bar size and maximum spacing, which are based on Grade 60 (414 MPa) steel reinforcement, different size bars or bars made from a different grade of steel are permitted provided an equivalent area of steel per linear foot of wall is provided. Use of Table R404.1.2(9) is permitted to determine the maximum bar spacing for different bar sizes than specified in the tables or bars made from a different grade of steel. Bars shall not be spaced less than one-half the wall thickness, or more than 48 inches (1219 mm) on center.

R404.1.3.3.7.7 Standard hooks. Where reinforcement is required by this code to terminate with a standard hook, the hook shall comply with Section R608.5.4.5 and Figure R608.5.4(3).

R404.1.3.3.7.8 Construction joint reinforcement. Construction joints in foundation walls shall be made and located to not impair the strength of the wall. Construction joints in plain concrete walls, including walls required to have not less than No. 4 bars at 48 inches (1219 mm) on center by Sections R404.1.3.2 and R404.1.4.2, shall be located at points of lateral support, and a minimum of one No. 4 bar shall extend across the construction joint at a spacing not to exceed 24 inches (610 mm) on center. Construction joint reinforcement shall have a minimum of 12 inches (305 mm) embedment on both sides of the joint. Construction joints in reinforced concrete walls shall be located in the middle third of the span between lateral supports, or located and constructed as required for joints in plain concrete walls.

Exception: Use of vertical wall reinforcement required by this code is permitted in lieu of construction joint reinforcement provided the spacing does not exceed 24 inches (610 mm), or the combination of wall reinforcement and No.4 bars described above does not exceed 24 inches (610 mm).

R404.1.3.3.8 Exterior wall coverings. Requirements for installation of masonry veneer, stucco and other wall coverings on the exterior of concrete walls and other construction details not covered in this section shall comply with the requirements of this code.

R404.1.3.4 Requirements for Seismic Design Cate-

gory C. Concrete foundation walls supporting above-

grade concrete walls in townhouses assigned to Seismic

Design Category C shall comply with ACI 318, ACI

332 or PCA 100 (see Section R404.1.3).

R404.1.4 Seismic Design Category D0, D1 or D2.

R404.1.4.1 Masonry foundation walls. In buildings

assigned to Seismic Design Category D0, D1 or D2, as established in Table R301.2(1), masonry foundation

walls shall comply with this section. In addition to the requirements of Table R404.1.1(1), plain masonry foundation walls shall comply with the following:
1. Wall height shall not exceed 8 feet (2438 mm).
2. Unbalanced backfill height shall not exceed 4 feet (1219 mm).
3. Minimum nominal thickness for plain masonry foundation walls shall be 8 inches (203 mm).
4. Masonry stem walls shall have a minimum vertical reinforcement of one No. 4 (No. 13) bar located a maximum of 4 feet (1219 mm) on center in grouted cells. Vertical reinforcement shall be tied to the horizontal reinforcement in the footings.
Foundation walls, supporting more than 4 feet (1219 mm) of unbalanced backfill or exceeding 8 feet (2438 mm) in height shall be constructed in accordance with Table R404.1.1(2), R404.1.1(3) or R404.1.1(4). Masonry foundation walls shall have two No. 4 (No. 13) horizontal bars located in the upper 12 inches (305 mm) of the wall.
R404.1.4.2 Concrete foundation walls. In buildings assigned to Seismic Design Category D0, D1 or D2, as established in Table R301.2(1), concrete foundation walls that support light-frame walls shall comply with this section, and concrete foundation walls that support above-grade concrete walls shall comply with ACI 318, ACI 332 or PCA 100 (see Section R404.1.3). In addition to the horizontal reinforcement required by Table R404.1.2(1), plain concrete walls supporting lightframe walls shall comply with the following.
1. Wall height shall not exceed 8 feet (2438 mm).
2. Unbalanced backfill height shall not exceed 4 feet (1219 mm).
3. Minimum thickness for plain concrete foundation walls shall be 7.5 inches (191 mm) except that 6 inches (152 mm) is permitted where the maximum wall height is 4 feet, 6 inches (1372 mm).
Foundation walls less than 7.5 inches (191 mm) in thickness, supporting more than 4 feet (1219 mm) of unbalanced backfill or exceeding 8 feet (2438 mm) in height shall be provided with horizontal reinforcement in accordance with Table R404.1.2(1), and vertical reinforcement in accordance with Table R404.1.2(2), R404.1.2(3), R404.1.2(4), R404.1.2(5), R404.1.2(6), R404.1.2(7) or R404.1.2(8). Where Tables R404.1.2(2) through R404.1.2(8) permit plain concrete walls, not less than No. 4 (No. 13) vertical bars at a spacing not exceeding 48 inches (1219 mm) shall be provided.
R404.1.5 Foundation wall thickness based on walls supported. The thickness of masonry or concrete foundation walls shall be not less than that required by Section R404.1.5.1 or R404.1.5.2, respectively.
R404.1.5.1 Masonry wall thickness. Masonry foundation walls shall be not bless than the thickness of the wall supported, except that masonry foundation walls

2015 INTERNATIONAL RESIDENTIAL CODE®

115

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

of at least 8-inch (203 mm) nominal thickness shall be permitted under brick veneered frame walls and under 10-inch-wide (254 mm) cavity walls where the total height of the wall supported, including gables, is not more than 20 feet (6096 mm), provided the requirements of Section R404.1.1 are met.
R404.1.5.2 Concrete wall thickness. The thickness of concrete foundation walls shall be equal to or greater than the thickness of the wall in the story above. Concrete foundation walls with corbels, brackets or other projections built into the wall for support of masonry veneer or other purposes are not within the scope of the tables in this section.
Where a concrete foundation wall is reduced in thickness to provide a shelf for the support of masonry veneer, the reduced thickness shall be equal to or greater than the thickness of the wall in the story above. Vertical reinforcement for the foundation wall shall be based on Table R404.1.2(8) and located in the wall as required by Section R404.1.3.3.7.2 where that table is used. Vertical reinforcement shall be based on the thickness of the thinner portion of the wall.
Exception: Where the height of the reduced thickness portion measured to the underside of the floor assembly or sill plate above is less than or equal to 24 inches (610 mm) and the reduction in thickness does not exceed 4 inches (102 mm), the vertical reinforcement is permitted to be based on the thicker portion of the wall.
R404.1.5.3 Pier and curtain wall foundations. Use of pier and curtain wall foundations shall be permitted to support light-frame construction not more than two stories in height, provided the following requirements are met:
1. All load-bearing walls shall be placed on continuous concrete footings placed integrally with the exterior wall footings.
2. The minimum actual thickness of a load-bearing masonry wall shall be not less than 4 inches (102 mm) nominal or 33/8 inches (92 mm) actual thickness, and shall be bonded integrally with piers spaced in accordance with Section R606.6.4.
3. Piers shall be constructed in accordance with Sections R606.7 and R606.7.1, and shall be bonded into the load-bearing masonry wall in accordance with Section R606.13.1 or R606.13.1.1.
4. The maximum height of a 4-inch (102 mm) loadbearing masonry foundation wall supporting wood-frame walls and floors shall be not more than 4 feet (1219 mm).
5. Anchorage shall be in accordance with Section R403.1.6, Figure R404.1.5(1), or as specified by

engineered design accepted by the building official.
6. The unbalanced fill for 4-inch (102 mm) foundation walls shall not exceed 24 inches (610 mm) for solid masonry or 12 inches (305 mm) for hollow masonry.
7. In Seismic Design Categories D0, D1 and D2, prescriptive reinforcement shall be provided in the horizontal and vertical direction. Provide minimum horizontal joint reinforcement of two No. 9 gage wires spaced not less than 6 inches (152 mm) or one 1/4-inch-diameter (6.4 mm) wire at 10 inches (254 mm) on center vertically. Provide minimum vertical reinforcement of one No. 4 bar at 48 inches (1220 mm) on center horizontally grouted in place.
R404.1.6 Height above finished grade. Concrete and masonry foundation walls shall extend above the finished grade adjacent to the foundation at all points a minimum of 4 inches (102 mm) where masonry veneer is used and a minimum of 6 inches (152 mm) elsewhere.
R404.1.7 Backfill placement. Backfill shall not be placed against the wall until the wall has sufficient strength and has been anchored to the floor above, or has been sufficiently braced to prevent damage by the backfill.
Exception: Bracing is not required for walls supporting less than 4 feet (1219 mm) of unbalanced backfill.
R404.1.8 Rubble stone masonry. Rubble stone masonry foundation walls shall have a minimum thickness of 16 inches (406 mm), shall not support an unbalanced backfill exceeding 8 feet (2438 mm) in height, shall not support a soil pressure greater than 30 pounds per square foot per foot (4.71 kPa/m), and shall not be constructed in Seismic Design Categories D0, D1, D2 or townhouses in Seismic Design Category C, as established in Figure R301.2(2).
R404.1.9 Isolated masonry piers. Isolated masonry piers shall be constructed in accordance with this section and the general masonry construction requirements of Section R606. Hollow masonry piers shall have a minimum nominal thickness of 8 inches (203 mm), with a nominal height not exceeding four times the nominal thickness and a nominal length not exceeding three times the nominal thickness. Where hollow masonry units are solidly filled with concrete or grout, piers shall be permitted to have a nominal height not exceeding ten times the nominal thickness. Footings for isolated masonry piers shall be sized in accordance with Section R403.1.1.
R404.1.9.1 Pier cap. Hollow masonry piers shall be capped with 4 inches (102 mm) of solid masonry or concrete, a masonry cap block, or shall have cavities of the top course filled with concrete or grout. Where required, termite protection for the pier cap shall be provided in accordance with Section R318.

116

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

GALVANIZED OR STAINLESS STEEL STRAPS, MIN. 21/16 IN. WIDE BY 12 GAGE THICK, MIN. 2 IN. FROM EDGE OF PIER, TYP.
PIERS SPACED NOT MORE THAN 6 FT O.C., TYP.

MIN. NINE 16D NAILS PER STRAP
TREATED SILL PLATE

FOUNDATIONS

MIN. 18 GAGE PLATE CONNECTORS AT MAX. 12 IN. O.C. (TYP.)

MIN. 8 IN. X 16 IN. MASONRY PIER, TYP. MIN. TWO 9 GAGE BOX TIES OR TWO MASONRY HEADERS AT 8 IN. O.C. EACH PIER STRAPS ANCHORED WITH 90 DEGREE HOOK, MIN. TWO STRAPS PER PIER, MIN. 4 IN. EMBEDMENT INTO FOOTING, MIN. 1.75 IN. HORZ. LEG EXTENSION
DOUBLE RIM JOISTS
MIN. 4 IN. MASONRY CURTAIN WALL

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.0175 rad.
FIGURE R404.1.5(1) FOUNDATION WALL CLAY MASONRY CURTAIN WALL WITH CONCRETE MASONRY PIERS

2015 INTERNATIONAL RESIDENTIAL CODE®

117

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

R404.1.9.2 Masonry piers supporting floor girders. Masonry piers supporting wood girders sized in accordance with Tables R602.7(1) and R602.7(2) shall be permitted in accordance with this section. Piers supporting girders for interior bearing walls shall have a minimum nominal dimension of 12 inches (305 mm) and a maximum height of 10 feet (3048 mm) from top of footing to bottom of sill plate or girder. Piers supporting girders for exterior bearing walls shall have a minimum nominal dimension of 12 inches (305 mm) and a maximum height of 4 feet (1220 mm) from top of footing to bottom of sill plate or girder. Girders and sill plates shall be anchored to the pier or footing in accordance with Section R403.1.6 or Figure R404.1.5(1). Floor girder bearing shall be in accordance with Section R502.6.
R404.1.9.3 Masonry piers supporting braced wall panels. Masonry piers supporting braced wall panels shall be designed in accordance with accepted engineering practice.
R404.1.9.4 Seismic design of masonry piers. Masonry piers in dwellings located in Seismic Design Category D0, D1 or D2, and townhouses in Seismic Design Category C, shall be designed in accordance with accepted engineering practice.
R404.1.9.5 Masonry piers in flood hazard areas. Masonry piers for dwellings in flood hazard areas shall be designed in accordance with Section R322.
R404.2 Wood foundation walls. Wood foundation walls shall be constructed in accordance with the provisions of Sections R404.2.1 through R404.2.6 and with the details shown in Figures R403.1(2) and R403.1(3).
R404.2.1 Identification. Load-bearing lumber shall be identified by the grade mark of a lumber grading or inspection agency which has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted. Wood structural panels shall conform to DOC PS 1 or DOC PS 2 and shall be identified by a grade mark or certificate of inspection issued by an approved agency.
R404.2.2 Stud size. The studs used in foundation walls shall be 2-inch by 6-inch (51 mm by 152 mm) members. When spaced 16 inches (406 mm) on center, a wood species with an Fb value of not less than 1,250 pounds per square inch (8619 kPa) as listed in ANSI AWC NDS shall be used. When spaced 12 inches (305 mm) on center, an Fb of not less than 875 psi (6033 kPa) shall be required.
R404.2.3 Height of backfill. For wood foundations that are not designed and installed in accordance with AWC PWF, the height of backfill against a foundation wall shall not exceed 4 feet (1219 mm). When the height of fill is more than 12 inches (305 mm) above the interior grade of a crawl space or floor of a basement, the thickness of the plywood sheathing shall meet the requirements of Table R404.2.3.

R404.2.4 Backfilling. Wood foundation walls shall not be backfilled until the basement floor and first floor have been constructed or the walls have been braced. For crawl space construction, backfill or bracing shall be installed on the interior of the walls prior to placing backfill on the exterior.
R404.2.5 Drainage and dampproofing. Wood foundation basements shall be drained and dampproofed in accordance with Sections R405 and R406, respectively.
R404.2.6 Fastening. Wood structural panel foundation wall sheathing shall be attached to framing in accordance with Table R602.3(1) and Section R402.1.1.
R404.3 Wood sill plates. Wood sill plates shall be a minimum of 2-inch by 4-inch (51 mm by 102 mm) nominal lumber. Sill plate anchorage shall be in accordance with Sections R403.1.6 and R602.11.
R404.4 Retaining walls. Retaining walls that are not laterally supported at the top and that retain in excess of 48 inches (1219 mm) of unbalanced fill, or retaining walls exceeding 24 inches (610 mm) in height that resist lateral loads in addition to soil, shall be designed in accordance with accepted engineering practice to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning. This section shall not apply to foundation walls supporting buildings.
R404.5 Precast concrete foundation walls.
R404.5.1 Design. Precast concrete foundation walls shall be designed in accordance with accepted engineering practice. The design and manufacture of precast concrete foundation wall panels shall comply with the materials requirements of Section R402.3 or ACI 318. The panel design drawings shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed in accordance with Section R106.1.
R404.5.2 Precast concrete foundation design drawings. Precast concrete foundation wall design drawings shall be submitted to the building official and approved prior to installation. Drawings shall include, at a minimum, the following information:
1. Design loading as applicable.
2. Footing design and material.
3. Concentrated loads and their points of application.
4. Soil bearing capacity.
5. Maximum allowable total uniform load.
6. Seismic design category.
7. Basic wind speed.
R404.5.3 Identification. Precast concrete foundation wall panels shall be identified by a certificate of inspection label issued by an approved third-party inspection agency.

118

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

TABLE R404.2.3 PLYWOOD GRADE AND THICKNESS FOR WOOD FOUNDATION CONSTRUCTION (30 pcf equivalent-fluid weight soil pressure)

HEIGHT OF FILL STUD SPACING

(inches)

FACE GRAIN ACROSS STUDS

Gradea

Minimum thickness (inches)

Span rating

FACE GRAIN PARALLEL TO STUDS

Gradea

Minimum thickness (inches)b, c

Span rating

15/32

A 32/16
B

15/32

A 32/16
B

15/32

32/16

15/32c

A 32/16
B

15/32

A 32/16
B

19/32

40/20 A

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per cubic foot = 0.1572 kN/m3. a. Plywood shall be of the following minimum grades in accordance with DOC PS 1 or DOC PS 2:
1. DOC PS 1 Plywood grades marked:

15/32 15/32c 15/32c 19/32c (4, 5 ply) 15/32 15/32c (4, 5 ply) 19/32 (4, 5 ply) 19/32 23/32 15/32c 19/32c(4, 5 ply) 19/32c 23/32

32/16 32/16 32/16 40/20 32/16 32/16 40/20 40/20 48/24 32/16 40/20 40/20 48/24

1.1. Structural I C-D (Exposure 1).

1.2. C-D (Exposure 1).

2. DOC PS 2 Plywood grades marked:

2.1. Structural I Sheathing (Exposure 1).

2.2. Sheathing (Exposure 1).

3. Where a major portion of the wall is exposed above ground and a better appearance is desired, the following plywood grades marked exterior are suitable:

3.1. Structural I A-C, Structural I B-C or Structural I C-C (Plugged) in accordance with DOC PS 1.

3.2. A-C Group 1, B-C Group 1, C-C (Plugged) Group 1 or MDO Group 1 in accordance with DOC PS 1.

3.3. Single Floor in accordance with DOC PS 1 or DOC PS 2.
b. Minimum thickness 15/32 inch, except crawl space sheathing shall have not less than 3/8 inch for face grain across studs 16 inches on center and maximum 2-foot depth of unequal fill.
c. For this fill height, thickness and grade combination, panels that are continuous over less than three spans (across less than three stud spacings) require blocking 16 inches above the bottom plate. Offset adjacent blocks and fasten through studs with two 16d corrosion-resistant nails at each end.

SECTION R405 FOUNDATION DRAINAGE
R405.1 Concrete or masonry foundations. Drains shall be provided around concrete or masonry foundations that retain earth and enclose habitable or usable spaces located below grade. Drainage tiles, gravel or crushed stone drains, perforated pipe or other approved systems or materials shall be installed at or below the area to be protected and shall discharge by gravity or mechanical means into an approved drainage system. Gravel or crushed stone drains shall extend not less than 1 foot (305 mm) beyond the outside edge of the footing and 6 inches (152 mm) above the top of the footing and be covered with an approved filter membrane material. The top of open joints of drain tiles shall be protected with strips of building paper. Except where otherwise recommended by the drain manufacturer, perforated drains shall be surrounded with an approved filter membrane or the filter membrane shall cover the washed gravel or crushed rock covering the drain. Drainage tiles or perforated pipe shall be placed on a minimum of 2 inches (51 mm) of washed gravel or crushed rock not less than one sieve size larger than the tile joint opening or perforation and covered with not less than 6 inches (152 mm) of the same material.
Exception: A drainage system is not required where the foundation is installed on well-drained ground or sand-

gravel mixture soils according to the Unified Soil Classification System, Group I soils, as detailed in Table R405.1.
R405.1.1 Precast concrete foundation. Precast concrete walls that retain earth and enclose habitable or useable space located below-grade that rest on crushed stone footings shall have a perforated drainage pipe installed below the base of the wall on either the interior or exterior side of the wall, not less than 1 foot (305 mm) beyond the edge of the wall. If the exterior drainage pipe is used, an approved filter membrane material shall cover the pipe. The drainage system shall discharge into an approved sewer system or to daylight.
R405.2 Wood foundations. Wood foundations enclosing habitable or usable spaces located below grade shall be adequately drained in accordance with Sections R405.2.1 through R405.2.3.
R405.2.1 Base. A porous layer of gravel, crushed stone or coarse sand shall be placed to a minimum thickness of 4 inches (102 mm) under the basement floor. Provision shall be made for automatic draining of this layer and the gravel or crushed stone wall footings.
R405.2.2 Vapor retarder. A 6-mil-thick (0.15 mm) polyethylene vapor retarder shall be applied over the porous

2015 INTERNATIONAL RESIDENTIAL CODE®

119

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

layer with the basement floor constructed over the polyethylene.
R405.2.3 Drainage system. In other than Group I soils, a sump shall be provided to drain the porous layer and footings. The sump shall be not less than 24 inches (610 mm) in diameter or 20 inches square (0.0129 m2), shall extend not less than 24 inches (610 mm) below the bottom of the basement floor and shall be capable of positive gravity or mechanical drainage to remove any accumulated water. The drainage system shall discharge into an approved sewer system or to daylight.
SECTION R406 FOUNDATION WATERPROOFING AND
DAMPPROOFING
R406.1 Concrete and masonry foundation dampproofing. Except where required by Section R406.2 to be waterproofed, foundation walls that retain earth and enclose interior spaces and floors below grade shall be dampproofed from the higher of (a) the top of the footing or (b) 6 inches (152 mm) below the top of the basement floor, to the finished grade. Masonry walls shall have not less than 3/8 inch (9.5 mm) portland cement parg-

ing applied to the exterior of the wall. The parging shall be dampproofed in accordance with one of the following:
1. Bituminous coating. 2. Three pounds per square yard (1.63 kg/m2) of acrylic
modified cement.
3. One-eighth-inch (3.2 mm) coat of surface-bonding cement complying with ASTM C 887.
4. Any material permitted for waterproofing in Section R406.2.
5. Other approved methods or materials.
Exception: Parging of unit masonry walls is not required where a material is approved for direct application to the masonry.
Concrete walls shall be dampproofed by applying any one of the listed dampproofing materials or any one of the waterproofing materials listed in Section R406.2 to the exterior of the wall.
R406.2 Concrete and masonry foundation waterproofing. In areas where a high water table or other severe soil-water conditions are known to exist, exterior foundation walls that retain earth and enclose interior spaces and floors below

SOIL GROUP
Group I
Group II Group III Group IV

TABLE R405.1 PROPERTIES OF SOILS CLASSIFIED ACCORDING TO THE UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOIL CLASSIFICATION SYSTEM SYMBOL

SOIL DESCRIPTION

DRAINAGE

FROST HEAVE

CHARACTERISTICSa POTENTIAL

VOLUME CHANGE
POTENTIAL EXPANSIONb

Well-graded gravels, gravel sand mixtures, little or no fines

Good

Low

Poorly graded gravels or gravel sand mixtures, little or no fines

Good

Low

Well-graded sands, gravelly sands, little or no fines

Good

Low

Poorly graded sands or gravelly sands, little or no fines

Good

Low

Silty gravels, gravel-sand-silt mixtures

Good

Medium

Low

Silty sand, sand-silt mixtures

Good

Medium

Low

Clayey gravels, gravel-sand-clay mixtures

Medium

Low

Clayey sands, sand-clay mixture

Medium

Low

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity

Medium

High

Low

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

Medium

Medium to Low

Inorganic clays of high plasticity, fat clays

Poor

Medium

High

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts

Poor

High

Organic silts and organic silty clays of low plasticity

Poor

Medium

Organic clays of medium to high plasticity, organic silts

Unsatisfactory

Medium

High

Peat and other highly organic soils

Unsatisfactory Medium

High

For SI: 1 inch = 25.4 mm. a. The percolation rate for good drainage is over 4 inches per hour, medium drainage is 2 inches to 4 inches per hour, and poor is less than 2 inches per hour. b. Soils with a low potential expansion typically have a plasticity index (PI) of 0 to 15, soils with a medium potential expansion have a PI of 10 to 35 and soils
with a high potential expansion have a PI greater than 20.

120

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

grade shall be waterproofed from the higher of (a) the top of the footing or (b) 6 inches (152 mm) below the top of the basement floor, to the finished grade. Walls shall be waterproofed in accordance with one of the following:
1. Two-ply hot-mopped felts.
2. Fifty-five-pound (25 kg) roll roofing.
3. Six-mil (0.15 mm) polyvinyl chloride.
4. Six-mil (0.15 mm) polyethylene.
5. Forty-mil (1 mm) polymer-modified asphalt.
6. Sixty-mil (1.5 mm) flexible polymer cement.
7. One-eighth-inch (3 mm) cement-based, fiber-reinforced, waterproof coating.
8. Sixty-mil (1.5 mm) solvent-free liquid-applied synthetic rubber.
Exception: Organic-solvent-based products such as hydrocarbons, chlorinated hydrocarbons, ketones and esters shall not be used for ICF walls with expanded polystyrene form material. Use of plastic roofing cements, acrylic coatings, latex coatings, mortars and pargings to seal ICF walls is permitted. Cold-setting asphalt or hot asphalt shall conform to Type C of ASTM D 449. Hot asphalt shall be applied at a temperature of less than 200°F (93°C).
All joints in membrane waterproofing shall be lapped and sealed with an adhesive compatible with the membrane.
R406.3 Dampproofing for wood foundations. Wood foundations enclosing habitable or usable spaces located below grade shall be dampproofed in accordance with Sections R406.3.1 through R406.3.4.
R406.3.1 Panel joint sealed. Plywood panel joints in the foundation walls shall be sealed full length with a caulking compound capable of producing a moistureproof seal under the conditions of temperature and moisture content at which it will be applied and used.
R406.3.2 Below-grade moisture barrier. A 6-mil-thick (0.15 mm) polyethylene film shall be applied over the below-grade portion of exterior foundation walls prior to backfilling. Joints in the polyethylene film shall be lapped 6 inches (152 mm) and sealed with adhesive. The top edge of the polyethylene film shall be bonded to the sheathing to form a seal. Film areas at grade level shall be protected from mechanical damage and exposure by a pressure-preservative treated lumber or plywood strip attached to the wall several inches above finished grade level and extending approximately 9 inches (229 mm) below grade. The joint between the strip and the wall shall be caulked full length prior to fastening the strip to the wall. Where approved, other coverings appropriate to the architectural treatment shall be permitted to be used. The polyethylene film shall extend down to the bottom of the wood footing plate but shall not overlap or extend into the gravel or crushed stone footing.
R406.3.3 Porous fill. The space between the excavation and the foundation wall shall be backfilled with the same material used for footings, up to a height of 1 foot (305 mm) above the footing for well-drained sites, or one-half the total back-fill height for poorly drained sites. The

porous fill shall be covered with strips of 30-pound (13.6 kg) asphalt paper or 6-mil (0.15 mm) polyethylene to permit water seepage while avoiding infiltration of fine soils.
R406.3.4 Backfill. The remainder of the excavated area shall be backfilled with the same type of soil as was removed during the excavation.
R406.4 Precast concrete foundation system dampproofing. Except where required by Section R406.2 to be waterproofed, precast concrete foundation walls enclosing habitable or useable spaces located below grade shall be dampproofed in accordance with Section R406.1.
R406.4.1 Panel joints sealed. Precast concrete foundation panel joints shall be sealed full height with a sealant meeting ASTM C 920, Type S or M, Grade NS, Class 25, Use NT, M or A. Joint sealant shall be installed in accordance with the manufacturer's instructions.
SECTION R407 COLUMNS
R407.1 Wood column protection. Wood columns shall be protected against decay as set forth in Section R317.
R407.2 Steel column protection. All surfaces (inside and outside) of steel columns shall be given a shop coat of rustinhibitive paint, except for corrosion-resistant steel and steel treated with coatings to provide corrosion resistance.
R407.3 Structural requirements. The columns shall be restrained to prevent lateral displacement at the bottom end. Wood columns shall be not less in nominal size than 4 inches by 4 inches (102 mm by 102 mm). Steel columns shall be not less than 3-inch-diameter (76 mm) Schedule 40 pipe manufactured in accordance with ASTM A 53 Grade B or approved equivalent.
Exception: In Seismic Design Categories A, B and C, columns not more than 48 inches (1219 mm) in height on a pier or footing are exempt from the bottom end lateral displacement requirement within under-floor areas enclosed by a continuous foundation.
SECTION R408 UNDER-FLOOR SPACE
R408.1 Ventilation. The under-floor space between the bottom of the floor joists and the earth under any building (except space occupied by a basement) shall have ventilation openings through foundation walls or exterior walls. The minimum net area of ventilation openings shall be not less than 1 square foot (0.0929 m2) for each 150 square feet (14 m2) of under-floor space area, unless the ground surface is covered by a Class 1 vapor retarder material. Where a Class 1 vapor retarder material is used, the minimum net area of ventilation openings shall be not less than 1 square foot (0.0929 m2) for each 1,500 square feet (140 m2) of under-floor space area. One such ventilating opening shall be within 3 feet (914 mm) of each corner of the building.
R408.2 Openings for under-floor ventilation. The minimum net area of ventilation openings shall be not less than 1 square foot (0.0929 m2) for each 150 square feet (14 m2) of under-floor area. One ventilation opening shall be within 3

2015 INTERNATIONAL RESIDENTIAL CODE®

121

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FOUNDATIONS

feet (915 mm) of each corner of the building. Ventilation openings shall be covered for their height and width with any of the following materials provided that the least dimension of the covering shall not exceed 1/4 inch (6.4 mm):
1. Perforated sheet metal plates not less than 0.070 inch (1.8 mm) thick.

2. Expanded sheet metal plates not less than 0.047 inch (1.2 mm) thick.

3. Cast-iron grill or grating.

4. Extruded load-bearing brick vents.

5. Hardware cloth of 0.035 inch (0.89 mm) wire or heavier.

6. Corrosion-resistant wire mesh, with the least dimension

being 1/8 inch (3.2 mm) thick.

Exception: The total area of ventilation openings shall be

permitted

reduced

/1 1,500

the

under-floor

area

where the ground surface is covered with an approved

Class I vapor retarder material and the required openings

are placed to provide cross ventilation of the space. The

installation of operable louvers shall not be prohibited.

R408.3 Unvented crawl space. Ventilation openings in under-floor spaces specified in Sections R408.1 and R408.2 shall not be required where the following items are provided:

1. Exposed earth is covered with a continuous Class I vapor retarder. Joints of the vapor retarder shall overlap by 6 inches (152 mm) and shall be sealed or taped. The edges of the vapor retarder shall extend not less than 6 inches (152 mm) up the stem wall and shall be attached and sealed to the stem wall or insulation.

2. One of the following is provided for the under-floor space:

2.1. Continuously operated mechanical exhaust ventilation at a rate equal to 1 cubic foot per minute (0.47 L/s) for each 50 square feet (4.7 m2) of crawl space floor area, including an air pathway to the common area (such as a duct or transfer grille), and perimeter walls insulated in accordance with Section N1102.2.11 of this code.

2.2. Conditioned air supply sized to deliver at a rate equal to 1 cubic foot per minute (0.47 L/s) for each 50 square feet (4.7 m2) of under-floor area, including a return air pathway to the common area (such as a duct or transfer grille), and perimeter walls insulated in accordance with Section N1102.2.11 of this code.

2.3. Plenum in existing structures complying with Section M1601.5, if under-floor space is used as a plenum.

R408.4 Access. Access shall be provided to all under-floor spaces. Access openings through the floor shall be a minimum of 18 inches by 24 inches (457 mm by 610 mm). Openings through a perimeter wall shall be not less than 16 inches by 24 inches (407 mm by 610 mm). Where any portion of the through-wall access is below grade, an areaway not less than 16 inches by 24 inches (407 mm by 610 mm) shall be provided. The bottom of the areaway shall be below the threshold of the access opening. Through wall access openings shall

not be located under a door to the residence. See Section M1305.1.4 for access requirements where mechanical equipment is located under floors.
R408.5 Removal of debris. The under-floor grade shall be cleaned of all vegetation and organic material. All wood forms used for placing concrete shall be removed before a building is occupied or used for any purpose. All construction materials shall be removed before a building is occupied or used for any purpose.
R408.6 Finished grade. The finished grade of under-floor surface shall be permitted to be located at the bottom of the footings; however, where there is evidence that the groundwater table can rise to within 6 inches (152 mm) of the finished floor at the building perimeter or where there is evidence that the surface water does not readily drain from the building site, the grade in the under-floor space shall be as high as the outside finished grade, unless an approved drainage system is provided.
R408.7 Flood resistance. For buildings located in flood hazard areas as established in Table R301.2(1):
1. Walls enclosing the under-floor space shall be provided with flood openings in accordance with Section R322.2.2.
2. The finished ground level of the under-floor space shall be equal to or higher than the outside finished ground level on at least one side.
Exception: Under-floor spaces that meet the requirements of FEMA/FIA TB 11-1.

122

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

CHAPTER 5
FLOORS

SECTION R501 GENERAL

R501.1 Application. The provisions of this chapter shall control the design and construction of the floors for buildings, including the floors of attic spaces used to house mechanical or plumbing fixtures and equipment.

R501.2 Requirements. Floor construction shall be capable of accommodating all loads in accordance with Section R301 and of transmitting the resulting loads to the supporting structural elements.
*

SECTION R502 WOOD FLOOR FRAMING

R502.1 General. Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.
R502.1.1 Sawn lumber. Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

R502.1.1.1 Preservative-treated lumber. Preservative

treated dimension lumber shall also be identified as

required by Section R317.2.

R502.1.1.2 End-jointed lumber. Approved end-

jointed lumber identified by a grade mark conforming

to Section R502.1.1 shall be permitted to be used inter-

changeably with solid-sawn members of the same spe-

cies and grade. End-jointed lumber used in an assembly

required elsewhere in this code to have a fire-resistance

rating shall have the designation "Heat Resistant Adhe-

sive" or "HRA" included in its grade mark.

R502.1.2 Prefabricated wood I-joists. Structural capacities and design provisions for prefabricated wood I-joists shall be established and monitored in accordance with ASTM D 5055.

R502.1.3 Structural glued laminated timbers. Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737.
R502.1.4 Structural log members. Structural log members shall comply with the provisions of ICC-400.

R502.1.5 Structural composite lumber. Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D 5456.

R502.1.6 Cross-laminated timber. Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.

R502.1.7 Engineered wood rim board. Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D 7672. Structural capacities shall be in accordance with ANSI/APA PRR 410 or established in accordance with ASTM D 7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.
R502.2 Design and construction. Floors shall be designed and constructed in accordance with the provisions of this chapter, Figure R502.2 and Sections R317 and R318 or in accordance with ANSI AWC NDS.
R502.2.1 Framing at braced wall lines. A load path for lateral forces shall be provided between floor framing and braced wall panels located above or below a floor, as specified in Section R602.10.8.
** R502.2.2 Blocking and subflooring. Blocking for fasten-
ing panel edges or fixtures shall be a minimum of utility grade lumber. Subflooring shall be a minimum of utility grade lumber or No. 4 common grade boards. Fireblocking shall be of any grade lumber.
R502.3 Allowable joist spans. Spans for floor joists shall be in accordance with Tables R502.3.1(1) and R502.3.1(2). For other grades and species and for other loading conditions, refer to the AWC STJR.
R502.3.1 Sleeping areas and attic joists. Table R502.3.1(1) shall be used to determine the maximum allowable span of floor joists that support sleeping areas and attics that are accessed by means of a fixed stairway in accordance with Section R311.7 provided that the design live load does not exceed 30 pounds per square foot (1.44 kPa) and the design dead load does not exceed 20 pounds per square foot (0.96 kPa). The allowable span of ceiling joists that support attics used for limited storage or no storage shall be determined in accordance with Section R802.4.
R502.3.2 Other floor joists. Table R502.3.1(2) shall be used to determine the maximum allowable span of floor joists that support other areas of the building, other than sleeping rooms and attics, provided that the design live load does not exceed 40 pounds per square foot (1.92 kPa) and the design dead load does not exceed 20 pounds per square foot (0.96 kPa).
R502.3.3 Floor cantilevers. Floor cantilever spans shall not exceed the nominal depth of the wood floor joist. Floor cantilevers constructed in accordance with Table R502.3.3(1) shall be permitted where supporting a lightframe bearing wall and roof only. Floor cantilevers supporting an exterior balcony are permitted to be constructed in accordance with Table R502.3.3(2).

2015 INTERNATIONAL RESIDENTIAL CODE®

123

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

BOTTOM WALL PLATE
OPTIONAL FINISH FLOOR
2 IN. CLEARANCE SEE SECTION R1001.11
FIREPLACE
SOLID BLOCKINGSEE SECTION R502.7
SILL PLATE FOUNDATION

STUDS

SUBFLOOR OR FLOOR SHEATHING SEE SECTION R503

WOOD STRUCTURAL

JOISTSSEE TABLES R502.3.1(1) AND R502.3.1(2)
SILL PLATE

GIRDER-SEE SECTION R502.5
TRIMMER JOIST
HEADER-DOUBLE IF MORE THAN 4 FT. SPAN USE HANGER IF HEADER SPANS MORE THAN 6 FT.

BAND, RIM OR HEADER JOIST

LAP JOIST 3 IN. MIN. OR SPLICESEE SECTION R502.6.1

BRIDGING BETWEEN JOISTSSEE SECTION R502.7.1

DOUBLE JOISTS UNDER BEARING PARTITIONS. IF JOISTS ARE SEPARATED FOR PIPES, BLOCK 4 FT. ON-CENTER MAXIMUM
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE R502.2 FLOOR CONSTRUCTION

PROVISION FOR PIPES AND VENTS

124

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

JOIST SPACING (inches)
12
16

TABLE R502.3.1(1) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES
(Residential sleeping areas, live load = 30 psf, L/ = 360)a

DEAD LOAD = 10 psf

SPECIES AND GRADE

2 × 6

2 × 8

2 × 10

2 × 12

2 × 6

Maximum floor joist spans

(ft. - in.)

Douglas fir-larch SS

12-6

16-6

21-0

25-7

12-6

Douglas fir-larch #1

12-0

15-10

20-3

24-8

12-0

Douglas fir-larch #2

11-10

15-7

19-10

23-4

11-8

Douglas fir-larch #3

9-11

12-7

15-5

17-10

8-11

Hem-fir

11-10

15-7

19-10

24-2

11-10

Hem-fir

11-7

15-3

19-5

23-7

11-7

Hem-fir

11-0

14-6

18-6

22-6

11-0

Hem-fir

9-8

12-4

15-0

17-5

8-8

Southern pine

12-3

16-2

20-8

25-1

12-3

Southern pine

11-10

15-7

19-10

24-2

11-10

Southern pine

11-3

14-11

18-1

21-4

10-9

Southern pine

9-2

11-6

14-0

16-6

8-2

Spruce-pine-fir

11-7

15-3

19-5

23-7

11-7

Spruce-pine-fir

11-3

14-11

19-0

23-0

11-3

Spruce-pine-fir

11-3

14-11

19-0

23-0

11-3

Spruce-pine-fir

9-8

12-4

15-0

17-5

8-8

Douglas fir-larch SS

11-4

15-0

19-1

23-3

11-4

Douglas fir-larch #1

10-11

14-5

18-5

21-4

10-8

Douglas fir-larch #2

10-9

14-2

17-5

20-3

10-1

Douglas fir-larch #3

8-7

10-11

13-4

15-5

7-8

Hem-fir

10-9

14-2

18-0

21-11

10-9

Hem-fir

10-6

13-10

17-8

21-1

10-6

Hem-fir

10-0

13-2

16-10

19-8

9-10

Hem-fir

8-5

10-8

13-0

15-1

7-6

Southern pine

11-2

14-8

18-9

22-10

11-2

Southern pine

10-9

14-2

18-0

21-4

10-9

Southern pine

10-3

13-3

15-8

18-6

9-4

Southern pine

7-11

10-0

11-1

14-4

7-1

Spruce-pine-fir

10-6

13-10

17-8

21-6

10-6

Spruce-pine-fir

10-3

13-6

17-2

19-11

9-11

Spruce-pine-fir

10-3

13-6

17-2

19-11

9-11

Spruce-pine-fir

8-5

10-8

13-0

15-1

7-6

DEAD LOAD = 20 psf

2 × 8

2 × 10

(ft. - in.)
16-6 15-7 14-9 11-3 15-7 15-3 14-4 11-0 16-2 15-7 13-8 10-3 15-3 14-7 14-7 11-0 15-0 13-6 12-9 9-9 14-2 13-4 12-5 9-6 14-8 13-9 11-10 8-11 13-10 12-7 12-7 9-6

(ft. - in.)
21-0 19-0 18-0 13-9 19-10 18-9 17-6 13-5 20-8 18-7 16-2 12-6 19-5 17-9 17-9 13-5 19-1 16-5 15-7 11-11 18-0 16-3 15-2 11-8 18-9 16-1 14-0 10-10 17-8 15-5 15-5 11-8

(continued)

2 × 12
(ft. - in.)
25-7 22-0 20-11 16-0 24-2 21-9 20-4 15-7 25-1 22-0 19-1 14-9 23-7 20-7 20-7 15-7 23-3 19-1 18-1 13-10 21-11 18-10 17-7 13-6 22-10 19-1 16-6 12-10 21-4 17-10 17-10 13-6

2015 INTERNATIONAL RESIDENTIAL CODE®

125

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

JOIST SPACING (inches)

SPECIES AND GRADE

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

19.2

Southern pine

Spruce-pine-fir SS

Spruce-pine-fir #1

Spruce-pine-fir #2

Spruce-pine-fir #3

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

Southern pine

Spruce-pine-fir SS

Spruce-pine-fir #1

Spruce-pine-fir #2

Spruce-pine-fir #3

TABLE R502.3.1(1)--continued FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES
(Residential sleeping areas, live load = 30 psf, L/ = 360)a

DEAD LOAD = 10 psf

2 × 6

2 × 8

2 × 10

2 × 12

2 × 6

Maximum floor joist spans

(ft.- in.)

(ft. - in.)

10-8

14-1

18-0

21-10

10-8

10-4

13-7

16-9

19-6

9-8

10-1

13-0

15-11

18-6

9-3

7-10

10-0

12-2

14-1

7-0

10-1

13-4

17-0

20-8

10-1

9-10

13-0

16-7

19-3

9-7

9-5

12-5

15-6

17-1

8-11

7-8

9-9

11-10

13-9

6-10

10-6

13-10

17-8

21-6

10-6

10-1

13-4

16-5

19-6

9-11

9-6

12-1

14-4

16-10

8-6

7-3

9-1

11-0

13-1

6-5

9-10

13-0

16-7

20-2

9-10

9-8

12-9

15-8

18-3

9-1

9-8

12-9

15-8

18-3

9-1

7-8

9-9

11-10

13-9

6-10

9-11

13-1

16-8

20-3

9-11

9-7

12-4

15-0

17-5

8-8

9-3

11-8

14-3

16-6

8-3

7-0

8-11

10-11

12-7

6-3

9-4

12-4

15-9

19-2

9-4

9-2

12-1

14-10

17-2

8-7

8-9

11-4

13-10

16-1

8-0

6-10

8-8

10-7

12-4

6-2

9-9

12-10

16-5

19-11

9-9

9-4

12-4

14-8

17-5

8-10

8-6

10-10

12-10

15-1

7-7

6-5

8-2

9-10

11-8

5-9

9-2

12-1

15-5

18-9

9-2

8-11

11-6

14-1

16-3

8-1

8-11

11-6

14-1

16-3

8-1

6-10

8-8

10-7

12-4

6-2

DEAD LOAD = 20 psf

2 × 8

2 × 10

(ft. - in.)
14-1 12-4 11-8 8-11 13-4 12-2 11-4 8-8 13-10 12-7 10-10 8-2 13-0 11-6 11-6 8-8 13-1 11-0 10-5 8-0 12-4 10-10 10-2 7-9 12-10 11-3 9-8 7-3 12-1 10-3 10-3 7-9

(ft. - in.)
18-0 15-0 14-3 10-11 17-0 14-10 13-10 10-7 17-8 14-8 12-10 9-10 16-7 14-1 14-1 10-7 16-5 13-5 12-9 9-9 15-9 13-3 12-5 9-6 16-5 13-1 11-5 8-10 15-0 12-7 12-7 9-6

2 × 12
(ft. - in.)
21-4 17-5 16-6 12-7 20-7 17-2 16-1 12-4 21-6 17-5 15-1 11-8 19-6 16-3 16-3 12-4 19-1 15-7 14-9 11-3 18-5 15-5 14-4 11-0 19-8 15-7 13-6 10-5 17-5 14-7 14-7 11-0

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
Note: Check sources for availability of lumber in lengths greater than 20 feet.
a. Dead load limits for townhouses in Seismic Design Category C and all structures in Seismic Design Categories D0, D1 and D2 shall be determined in accordance with Section R301.2.2.2.1.

126

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

JOIST SPACING (inches)

SPECIES AND GRADE

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

Southern pine

Spruce-pine-fir SS

Spruce-pine-fir #1

Spruce-pine-fir #2

Spruce-pine-fir #3

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

Southern pine

Spruce-pine-fir SS

Spruce-pine-fir #1

Spruce-pine-fir #2

Spruce-pine-fir #3

TABLE R502.3.1(2) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES
(Residential living areas, live load = 40 psf, L/ = 360)b

DEAD LOAD = 10 psf

2 × 6

2 × 8

2 × 10

2 × 12

2 × 6

Maximum floor joist spans

(ft. - in.)

11-4

15-0

19-1

23-3

11-4

10-11

14-5

18-5

22-0

10-11

10-9

14-2

18-0

20-11

10-8

8-11

11-3

13-9

16-0

8-1

10-9

14-2

18-0

21-11

10-9

10-6

13-10

17-8

21-6

10-6

10-0

13-2

16-10

20-4

10-0

8-8

11-0

13-5

15-7

7-11

11-2

14-8

18-9

22-10

11-2

10-9

14-2

18-0

21-11

10-9

10-3

13-6

16-2

19-1

9-10

8-2

10-3

12-6

14-9

7-5

10-6

13-10

17-8

21-6

10-6

10-3

13-6

17-3

20-7

10-3

13-6

17-3

20-7

10-3

8-8

11-0

13-5

15-7

7-11

10-4

13-7

17-4

21-1

10-4

9-11

13-1

16-5

19-1

9-8

9-9

12-9

15-7

18-1

9-3

7-8

9-9

11-11

13-10

7-0

9-9

12-10

16-5

19-11

9-9

9-6

12-7

16-0

18-10

9-6

9-1

12-0

15-2

17-7

8-11

7-6

9-6

11-8

13-6

6-10

10-2

13-4

17-0

20-9

10-2

9-9

12-10

16-1

19-1

9-9

9-4

11-10

14-0

16-6

8-6

7-1

8-11

10-10

12-10

6-5

9-6

12-7

16-0

19-6

9-6

9-4

12-3

15-5

17-10

9-1

9-4

12-3

15-5

17-10

9-1

7-6

9-6

11-8

13-6

6-10

(continued)

DEAD LOAD = 20 psf

2 × 8

2 × 10

(ft. - in.)
15-0 14-2 13-6 10-3 14-2 13-10 13-1 10-0 14-8 14-2 12-6 9-5 13-10 13-3 13-3 10-0 13-7 12-4 11-8 8-11 12-10 12-2 11-4 8-8 13-4 12-7 10-10 8-2 12-7 11-6 11-6 8-8

(ft. - in.)
19-1 17-4 16-5 12-7 18-0 17-1 16-0 12-3 18-9 16-11 14-9 11-5 17-8 16-3 16-3 12-3 17-4 15-0 14-3 10-11 16-5 14-10 13-10 10-7 17-0 14-8 12-10 9-10 16-0 14-1 14-1 10-7

2 × 12
(ft. - in.)
23-3 20-1 19-1 14-7 21-11 19-10 18-6 14-3 22-10 20-1 17-5 13-6 21-6 18-10 18-10 14-3 21-1 17-5 16-6 12-7 19-11 17-2 16-1 12-4 20-9 17-5 15-1 11-8 19-6 16-3 16-3 12-4

2015 INTERNATIONAL RESIDENTIAL CODE®

127

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

JOIST SPACING (inches)

SPECIES AND GRADE

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

19.2

Southern pine

Spruce-pine-fir SS

Spruce-pine-fir

Spruce-pine-fir #2

Spruce-pine-fir #3

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

Southern pine

Spruce-pine-fir SS

Spruce-pine-fir #1

Spruce-pine-fir #2

Spruce-pine-fir #3

TABLE R502.3.1(2)--continued FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES
(Residential living areas, live load = 40 psf, L/ = 360)b

DEAD LOAD = 10 psf

2 × 6

2 × 8

2 × 10

2 × 12

2 × 6

Maximum floor joist spans

(ft. - in.)

9-8

12-10

16-4

19-10

9-8

9-4

12-4

15-0

17-5

8-10

9-2

11-8

14-3

16-6

8-5

7-0

8-11

10-11

12-7

6-5

9-2

12-1

15-5

18-9

9-2

9-0

11-10

14-10

17-2

8-9

8-7

11-3

13-10

16-1

8-2

6-10

8-8

10-7

12-4

6-3

9-6

12-7

16-0

19-6

9-6

9-2

12-1

14-8

17-5

9-0

8-6

10-10

12-10

15-1

7-9

6-5

8-2

9-10

11-8

5-11

9-0

11-10

15-1

18-4

9-0

8-9

11-6

14-1

16-3

8-3

8-9

11-6

14-1

16-3

8-3

6-10

8-8

10-7

12-4

6-3

9-0

11-11

15-2

18-5

9-0

8-8

11-0

13-5

15-7

7-11

8-3

10-5

12-9

14-9

7-6

6-3

8-0

9-9

11-3

5-9

8-6

11-3

14-4

17-5

8-6

8-4

10-10

13-3

15-5

7-10

7-11

10-2

12-5

14-4

7-4

6-2

7-9

9-6

11-0

5-7

8-10

11-8

14-11

18-1

8-10

8-6

11-3

13-1

15-7

8-1

7-7

9-8

11-5

13-6

7-0

5-9

7-3

8-10

10-5

5-3

8-4

11-0

14-0

17-0

8-4

8-1

10-3

12-7

14-7

7-5

8-1

10-3

12-7

14-7

7-5

6-2

7-9

9-6

11-0

5-7

DEAD LOAD = 20 psf

2 × 8

2 × 10

(ft. - in.)
12-10 11-3 10-8 8-2 12-1 11-1 10-4 7-11 12-7 11-5 9-10 7-5 11-10 10-6 10-6 7-11 11-11 10-0 9-6 7-3 11-3 9-11 9-3 7-1 11-8 10-3 8-10 6-8 11-0 9-5 9-5 7-1

(ft. - in.)
16-4 13-8 13-0 9-11 15-5 13-6 12-8 9-8 16-0 13-5 11-8 9-0 15-1 12-10 12-10 9-8 15-0 12-3 11-8 8-11 14-4 12-1 11-4 8-8 14-11 12-0 10-5 8-1 13-8 11-6 11-6 8-8

2 × 12
(ft. - in.)
19-6 15-11 15-1 11-6 18-9 15-8 14-8 11-3 19-6 15-11 13-9 10-8 17-9 14-10 14-10 11-3 17-5 14-3 13-6 10-4 16-10a 14-0 13-1 10-1 18-0 14-3 12-4
9-6 15-11 13-4 13-4 10-1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. Note: Check sources for availability of lumber in lengths greater than 20 feet. a. End bearing length shall be increased to 2 inches. b. Dead load limits for townhouses in Seismic Design Category C and all structures in Seismic Design Categories D0, D1, and D2 shall be determined in
accordance with Section R301.2.2.2.1.

128

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

TABLE R502.3.3(1) CANTILEVER SPANS FOR FLOOR JOISTS SUPPORTING LIGHT-FRAME EXTERIOR BEARING WALL AND ROOF ONLYa, b, c, f, g, h
(Floor Live Load 40 psf, Roof Live Load 20 psf)

MAXIMUM CANTILEVER SPAN (uplift force at backspan support in lbs.)d, e

MEMBER & SPACING

20 psf

Ground Snow Load

30 psf

50 psf

70 psf

Roof Width

24 ft

32 ft

40 ft

24 ft

32 ft

40 ft

24 ft

32 ft

40 ft

24 ft

32 ft

40 ft

2 × 8 @ 12

(177) (227)

18 (209)

2 × 10 @ 16

(228) (297) (364) (271) (354)

20 (375)

2 × 10 @ 12

(166) (219) (270) (198) (263) (324) (277)

19 (356)

2 × 12 @ 16

(287) (356) (263) (345) (428) (367) (484)

23 (471)

2 × 12 @ 12

(209) (263)

(253) (317) (271) (358) (447) (348) (462)

2 × 12 @ 8

(136) (169)

(164) (206)

(233) (294) (230) (304) (379)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Tabulated values are for clear-span roof supported solely by exterior bearing walls. b. Spans are based on No. 2 Grade lumber of Douglas fir-larch, hem-fir, and spruce-pine-fir for repetitive (three or more) members. No.1 or better shall be used
for southern pine. c. Ratio of backspan to cantilever span shall be not less than 3:1. d. Connections capable of resisting the indicated uplift force shall be provided at the backspan support. e. Uplift force is for a backspan to cantilever span ratio of 3:1. Tabulated uplift values are permitted to be reduced by multiplying by a factor equal to 3 divided
by the actual backspan ratio provided (3/backspan ratio). f. See Section R301.2.2.2.5, Item 1, for additional limitations on cantilevered floor joists for detached one- and two-family dwellings in Seismic Design
Category D0, D1, or D2 and townhouses in Seismic Design Category C, D0, D1 or D2. g. A full-depth rim joist shall be provided at the unsupported end of the cantilever joists. Solid blocking shall be provided at the supported end. Where the
cantilever length is 24 inches or less and the building is assigned to Seismic Design Category A, B or C, solid blocking at the support for the cantilever shall not be required. h. Linear interpolation shall be permitted for building widths and ground snow loads other than shown.

TABLE R502.3.3(2) CANTILEVER SPANS FOR FLOOR JOISTS SUPPORTING EXTERIOR BALCONYa, b, e, f

MEMBER SIZE

SPACING

30 psf

MAXIMUM CANTILEVER SPAN (uplift force at backspan support in lbs.)c, d
Ground Snow Load
50 psf

70 psf

2 × 8

42 (139)

39 (156)

34 (165)

2 × 8

36 (151)

34 (171)

29 (180)

2 × 10

61 (164)

57 (189)

49 (201)

2 × 10

53 (180)

49 (208)

42 (220)

2 × 10

43 (212)

40 (241)

34 (255)

2 × 12

72 (228)

67 (260)

57 (268)

2 × 12

58 (279)

54 (319)

47 (330)

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa. a. Spans are based on No. 2 Grade lumber of Douglas fir-larch, hem-fir, and spruce-pine-fir for repetitive (three or more) members. No.1 or better shall be used
for southern pine. b. Ratio of backspan to cantilever span shall be not less than 2:1. c. Connections capable of resisting the indicated uplift force shall be provided at the backspan support. d. Uplift force is for a backspan to cantilever span ratio of 2:1. Tabulated uplift values are permitted to be reduced by multiplying by a factor equal to 2 divided
by the actual backspan ratio provided (2/backspan ratio). e. A full-depth rim joist shall be provided at the unsupported end of the cantilever joists. Solid blocking shall be provided at the supported end. Where the
cantilever length is 24 inches or less and the building is assigned to Seismic Design Category A, B or C, solid blocking at the support for the cantilever shall not be required. f. Linear interpolation shall be permitted for ground snow loads other than shown.

2015 INTERNATIONAL RESIDENTIAL CODE®

129

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

R502.4 Joists under bearing partitions. Joists under parallel bearing partitions shall be of adequate size to support the load. Double joists, sized to adequately support the load, that are separated to permit the installation of piping or vents shall be full depth solid blocked with lumber not less than 2 inches (51 mm) in nominal thickness spaced not more than 4 feet (1219 mm) on center. Bearing partitions perpendicular to joists shall not be offset from supporting girders, walls or partitions more than the joist depth unless such joists are of sufficient size to carry the additional load.
R502.5 Allowable girder and header spans. The allowable spans of girders and headers fabricated of dimension lumber shall not exceed the values set forth in Tables R602.7(1), R602.7(2) and R602.7(3).
* R502.6 Bearing. The ends of each joist, beam or girder shall
have not less than 11/2 inches (38 mm) of bearing on wood or metal and not less than 3 inches (76 mm) on masonry or concrete except where supported on a 1-inch by 4-inch (25 mm by 102 mm) ribbon strip and nailed to the adjacent stud or by the use of approved joist hangers. The bearing on masonry or concrete shall be direct, or a sill plate of 2-inch-minimum (51 mm) nominal thickness shall be provided under the joist, beam or girder. The sill plate shall provide a minimum nominal bearing area of 48 square inches (30 865 square mm).
R502.6.1 Floor systems. Joists framing from opposite sides over a bearing support shall lap not less than 3 inches (76 mm) and shall be nailed together with a minimum three 10d face nails. A wood or metal splice with strength equal to or greater than that provided by the nailed lap is permitted.
R502.6.2 Joist framing. Joists framing into the side of a wood girder shall be supported by approved framing anchors or on ledger strips not less than nominal 2 inches by 2 inches (51 mm by 51 mm).
R502.7 Lateral restraint at supports. Joists shall be supported laterally at the ends by full-depth solid blocking not less than 2 inches (51 mm) nominal in thickness; or by attachment to a full-depth header, band or rim joist, or to an adjoining stud or shall be otherwise provided with lateral support to prevent rotation.
Exceptions:
1. Trusses, structural composite lumber, structural glued-laminated members and I-joists shall be supported laterally as required by the manufacturer's recommendations.
2. In Seismic Design Categories D0, D1 and D2, lateral restraint shall be provided at each intermediate support.
R502.7.1 Bridging. Joists exceeding a nominal 2 inches by 12 inches (51 mm by 305 mm) shall be supported laterally by solid blocking, diagonal bridging (wood or metal), or a continuous 1 inch by 3 inch (25.4 mm by 76 mm) strip nailed across the bottom of joists perpendicular to joists at intervals not exceeding 8 feet (2438 mm).
Exception: Trusses, structural composite lumber, structural glued-laminated members and I-joists shall be sup-

ported laterally as required by the manufacturer's recommendations.
R502.8 Cutting, drilling and notching. Structural floor members shall not be cut, bored or notched in excess of the limitations specified in this section. See Figure R502.8.
R502.8.1 Sawn lumber. Notches in solid lumber joists, rafters and beams shall not exceed one-sixth of the depth of the member, shall not be longer than one-third of the depth of the member and shall not be located in the middle one-third of the span. Notches at the ends of the member shall not exceed one-fourth the depth of the member. The tension side of members 4 inches (102 mm) or greater in nominal thickness shall not be notched except at the ends of the members. The diameter of holes bored or cut into members shall not exceed one-third the depth of the member. Holes shall not be closer than 2 inches (51 mm) to the top or bottom of the member, or to any other hole located in the member. Where the member is also notched, the hole shall not be closer than 2 inches (51 mm) to the notch.
R502.8.2 Engineered wood products. Cuts, notches and holes bored in trusses, structural composite lumber, structural glue-laminated members, cross-laminated timber members or I-joists are prohibited except where permitted by the manufacturer's recommendations or where the effects of such alterations are specifically considered in the design of the member by a registered design professional.
R502.9 Fastening. Floor framing shall be nailed in accordance with Table R602.3(1). Where posts and beam or girder construction is used to support floor framing, positive connections shall be provided to ensure against uplift and lateral displacement.
R502.10 Framing of openings. Openings in floor framing shall be framed with a header and trimmer joists. Where the header joist span does not exceed 4 feet (1219 mm), the header joist shall be a single member the same size as the floor joist. Single trimmer joists shall be used to carry a single header joist that is located within 3 feet (914 mm) of the trimmer joist bearing. Where the header joist span exceeds 4 feet (1219 mm), the trimmer joists and the header joist shall be doubled and of sufficient cross section to support the floor joists framing into the header.
R502.11 Wood trusses.
R502.11.1 Design. Wood trusses shall be designed in accordance with approved engineering practice. The design and manufacture of metal-plate-connected wood trusses shall comply with ANSI/TPI 1. The truss design drawings shall be prepared by a registered professional where required by the statutes of the jurisdiction in which the project is to be constructed in accordance with Section R106.1.
R502.11.2 Bracing. Trusses shall be braced to prevent rotation and provide lateral stability in accordance with the requirements specified in the construction documents for the building and on the individual truss design drawings. In the absence of specific bracing requirements, trusses shall be braced in accordance with accepted industry practices, such as, the SBCA Building Component Safety Information (BCSI) Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.

130

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

R502.11.3 Alterations to trusses. Truss members and components shall not be cut, notched, spliced or otherwise altered in any way without the approval of a registered design professional. Alterations resulting in the addition of load that exceed the design load for the truss, shall not be permitted without verification that the truss is capable of supporting the additional loading.
R502.11.4 Truss design drawings. Truss design drawings, prepared in compliance with Section R502.11.1, shall be submitted to the building official and approved prior to installation. Truss design drawings shall be provided with the shipment of trusses delivered to the job site. Truss design drawings shall include, at a minimum, the information specified as follows:
1. Slope or depth, span and spacing.

2. Location of all joints.
3. Required bearing widths.
4. Design loads as applicable: 4.1. Top chord live load. 4.2. Top chord dead load. 4.3. Bottom chord live load. 4.4. Bottom chord dead load. 4.5. Concentrated loads and their points of application. 4.6. Controlling wind and earthquake loads.
5. Adjustments to lumber and joint connector design values for conditions of use.
6. Each reaction force and direction.

L/3

D/3 MAX.

D/6 MAX.

NO NOTCHES PERMITTED

D D/3 MAX.

FLOOR JOIST-- CENTER CUTS

D/6 MAX. FOR MEMBERS LESS THAN 4 IN. NOMINAL DIMENSION

D/4 MAX.

D/4 MAX. D

FLOOR JOIST-- END CUTS

D/3 MAX.

For SI: 1 inch = 25.4 mm.

2 IN. MIN. FROM TOP AND BOTTOM OF JOIST

D (ACTUAL DEPTH)

FIGURE R502.8 CUTTING, NOTCHING AND DRILLING

2015 INTERNATIONAL RESIDENTIAL CODE®

131

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

7. Joint connector type and description, such as size, thickness or gage, and the dimensioned location of each joint connector except where symmetrically located relative to the joint interface.
8. Lumber size, species and grade for each member.
9. Connection requirements for:
9.1. Truss-to-girder-truss.
9.2. Truss ply-to-ply.
9.3. Field splices.
10. Calculated deflection ratio and/or maximum description for live and total load.
11. Maximum axial compression forces in the truss members to enable the building designer to design the size, connections and anchorage of the permanent continuous lateral bracing. Forces shall be shown on the truss drawing or on supplemental documents.
12. Required permanent truss member bracing location.
R502.12 Draftstopping required. Draftstopping shall be provided in accordance with Section R302.12.
R502.13 Fireblocking required. Fireblocking shall be provided in accordance with Section R302.11.

SECTION R503 FLOOR SHEATHING

R503.1 Lumber sheathing. Maximum allowable spans for lumber used as floor sheathing shall conform to Tables R503.1, R503.2.1.1(1) and R503.2.1.1(2).

TABLE R503.1 MINIMUM THICKNESS OF LUMBER FLOOR SHEATHING

JOIST OR BEAM SPACING (inches)
24 16 48a 54b 60c

MINIMUM NET THICKNESS

Perpendicular to joist

Diagonal to joist

11/16

3/4

5/8

11/2 T & G

N/A

For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa.
N/A = Not applicable.
a. For this support spacing, lumber sheathing shall have a minimum Fb of 675 and minimum E of 1,100,000 (see ANSI AWC NDS).
b. For this support spacing, lumber sheathing shall have a minimum Fb of 765 and minimum E of 1,400,000 (see ANSI AWC NDS).
c. For this support spacing, lumber sheathing shall have a minimum Fb of 855 and minimum E of 1,700,000 (see ANSI AWC NDS).

R503.1.1 End joints. End joints in lumber used as subflooring shall occur over supports unless end-matched lumber is used, in which case each piece shall bear on not less than two joists. Subflooring shall be permitted to be omitted where joist spacing does not exceed 16 inches (406 mm) and a 1-inch (25 mm) nominal tongue-and-groove wood strip flooring is applied perpendicular to the joists.
R503.2 Wood structural panel sheathing.
R503.2.1 Identification and grade. Wood structural panel sheathing used for structural purposes shall conform to

DOC PS 1, DOC PS 2, CSA O437 or CSA O325. Panels shall be identified for grade, bond classification and Performance Category by a grade mark or certificate of inspection issued by an approved agency. The Performance Category value shall be used as the "nominal panel thickness" or "panel thickness" wherever referenced in this code

R503.2.1.1 Subfloor and combined subfloor underlayment. Where used as subflooring or combination subfloor underlayment, wood structural panels shall be of one of the grades specified in Table R503.2.1.1(1). Where sanded plywood is used as combination subfloor underlayment, the grade, bond classification, and Performance Category shall be as specified in Table R503.2.1.1(2).

TABLE R503.2.1.1(2) ALLOWABLE SPANS FOR SANDED PLYWOOD COMBINATION SUBFLOOR UNDERLAYMENTa

IDENTIFICATION
Species groupb

SPACING OF JOISTS (inches)

1/2

5/8

3/4

2, 3

5/8

3/4

7/8

3/4

7/8

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

a. Plywood continuous over two or more spans and face grain perpendicular
to supports. Unsupported edges shall be tongue-and-groove or blocked except where nominal 1/4-inch-thick wood panel-type underlayment, fibercement underlayment or 3/4-inch wood finish floor is used. Fiber-cement underlayment shall comply with ASTM C 1288 or ISO 8336 Category C. Allowable uniform live load at maximum span based on deflection of 1/360 of span is 100 psf.

b. Applicable to all grades of sanded exterior-type plywood.

R503.2.2 Allowable spans. The maximum allowable span for wood structural panels used as subfloor or combination subfloor underlayment shall be as set forth in Table R503.2.1.1(1), or APA E30. The maximum span for sanded plywood combination subfloor underlayment shall be as set forth in Table R503.2.1.1(2).
R503.2.3 Installation. Wood structural panels used as subfloor or combination subfloor underlayment shall be attached to wood framing in accordance with Table R602.3(1) and shall be attached to cold-formed steel framing in accordance with Table R505.3.1(2).
R503.3 Particleboard.
R503.3.1 Identification and grade. Particleboard shall conform to ANSI A208.1 and shall be so identified by a grade mark or certificate of inspection issued by an approved agency.
R503.3.2 Floor underlayment. Particleboard floor underlayment shall conform to Type PBU and shall be not less than 1/4 inch (6.4 mm) in thickness.
R503.3.3 Installation. Particleboard underlayment shall be installed in accordance with the recommendations of the manufacturer and attached to framing in accordance with Table R602.3(1).

132

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

TABLE R503.2.1.1(1) ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANELS FOR ROOF AND
SUBFLOOR SHEATHING AND COMBINATION SUBFLOOR UNDERLAYMENTa, b, c

SPAN RATING

MINIMUM NOMINAL PANEL THICKNESS
(inch)

ALLOWABLE LIVE LOAD (psf)h, I

SPAN

@ 16 o.c. @ 24 o.c.

MAXIMUM SPAN (inches)

LOAD (pounds per square foot, at maximum span)

With edge supportd

Without edge support

Total load

Live load

MAXIMUM SPAN (inches)

Sheathinge

Rooff

Subfloorj

16/0 20/0 24/0 24/16 32/16 40/20 48/24 60/32

3/8

100

7/16

100

15/32, 1/2

180

19/32, 5/8

305

130

23/32, 3/4

175

7/8

305

Underlayment, C-C plugged, single floore

20g

Rooff

16h

20h, i

Combination subfloor underlaymentk

16 o.c.

19/32, 5/8

100

16i

20 o.c.

19/32, 5/8

150

20i, j

24 o.c.

23/32, 3/4

240

100

32 o.c.

7/8

185

48 o.c.

13/32, 11/8

290

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
a. The allowable total loads were determined using a dead load of 10 psf. If the dead load exceeds 10 psf, then the live load shall be reduced accordingly.
b. Panels continuous over two or more spans with long dimension (strength axis) perpendicular to supports. Spans shall be limited to values shown because of possible effect of concentrated loads.
c. Applies to panels 24 inches or wider.
d. Lumber blocking, panel edge clips (one midway between each support, except two equally spaced between supports where span is 48 inches), tongue-andgroove panel edges, or other approved type of edge support.
e. Includes Structural I panels in these grades. f. Uniform load deflection limitation: 1/180 of span under live load plus dead load, 1/240 of span under live load only. g. Maximum span 24 inches for 15/32-and 1/2-inch panels. h. Maximum span 24 inches where 3/4-inch wood finish flooring is installed at right angles to joists. i. Maximum span 24 inches where 1.5 inches of lightweight concrete or approved cellular concrete is placed over the subfloor. j. Unsupported edges shall have tongue-and-groove joints or shall be supported with blocking unless minimum nominal 1/4-inch-thick wood panel-type
underlayment, fiber-cement underlayment with end and edge joints offset not less than 2 inches or 11/2 inches of lightweight concrete or approved cellular concrete is placed over the subfloor, or 3/4-inch wood finish flooring is installed at right angles to the supports. Fiber-cement underlayment shall comply with ASTM C1288 or ISO 8336 Category C. Allowable uniform live load at maximum span, based on deflection of 1/360 of span, is 100 psf. k. Unsupported edges shall have tongue-and-groove joints or shall be supported by blocking unless nominal 1/4-inch-thick wood panel-type underlayment, fibercement underlayment with end and edge joints offset not less than 2 inches or 3/4-inch wood finish flooring is installed at right angles to the supports. Fibercement underlayment shall comply with ASTM C1288 or ISO 8336 Category C. Allowable uniform live load at maximum span, based on deflection of 1/360 of span, is 100 psf, except panels with a span rating of 48 on center are limited to 65 psf total uniform load at maximum span.
l. Allowable live load values at spans of 16 inches on center and 24 inches on center taken from reference standard APA E30, APA Engineered Wood Construction Guide. Refer to reference standard for allowable spans not listed in the table.

SECTION R504 PRESSURE PRESERVATIVETREATED WOOD FLOORS (ON GROUND)
R504.1 General. Pressure preservative treated-wood basement floors and floors on ground shall be designed to withstand axial forces and bending moments resulting from lateral soil pressures at the base of the exterior walls and floor live and dead loads. Floor framing shall be designed to meet joist deflection requirements in accordance with Section R301.
R504.1.1 Unbalanced soil loads. Unless special provision is made to resist sliding caused by unbalanced lateral soil loads, wood basement floors shall be limited to applications where the differential depth of fill on opposite exterior foundation walls is 2 feet (610 mm) or less.

R504.1.2 Construction. Joists in wood basement floors shall bear tightly against the narrow face of studs in the foundation wall or directly against a band joist that bears on the studs. Plywood subfloor shall be continuous over lapped joists or over butt joints between in-line joists. Sufficient blocking shall be provided between joists to transfer lateral forces at the base of the end walls into the floor system.
R504.1.3 Uplift and buckling. Where required, resistance to uplift or restraint against buckling shall be provided by interior bearing walls or properly designed stub walls anchored in the supporting soil below.
R504.2 Site preparation. The area within the foundation walls shall have all vegetation, topsoil and foreign material removed, and any fill material that is added shall be free of vegetation and foreign material. The fill shall be compacted

2015 INTERNATIONAL RESIDENTIAL CODE®

133

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

to ensure uniform support of the pressure preservative treated-wood floor sleepers.
R504.2.1 Base. A minimum 4-inch-thick (102 mm) granular base of gravel having a maximum size of 3/4 inch (19.1 mm) or crushed stone having a maximum size of 1/2 inch (12.7 mm) shall be placed over the compacted earth.
R504.2.2 Moisture barrier. Polyethylene sheeting of minimum 6-mil (0.15 mm) thickness shall be placed over the granular base. Joints shall be lapped 6 inches (152 mm) and left unsealed. The polyethylene membrane shall be placed over the pressure preservative treated-wood sleepers and shall not extend beneath the footing plates of the exterior walls.
R504.3 Materials. Framing materials, including sleepers, joists, blocking and plywood subflooring, shall be pressurepreservative treated and dried after treatment in accordance with AWPA U1 (Commodity Specification A, Use Category 4B and Section 5.2), and shall bear the label of an accredited agency.
SECTION R505 COLD-FORMED STEEL FLOOR FRAMING
R505.1 Cold-formed steel floor framing. Elements shall be straight and free of any defects that would significantly affect structural performance. Cold-formed steel floor framing mem-

bers shall be in accordance with the requirements of this section.
R505.1.1 Applicability limits. The provisions of this section shall control the construction of cold-formed steel floor framing for buildings not greater than 60 feet (18 288 mm) in length perpendicular to the joist span, not greater than 40 feet (12 192 mm) in width parallel to the joist span and less than or equal to three stories above grade plane. Cold-formed steel floor framing constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed is less than 139 miles per hour (62 m/s), Exposure Category B or C, and the ground snow load is less than or equal to 70 pounds per square foot (3.35 kPa).
R505.1.2 In-line framing. Where supported by coldformed steel framed walls in accordance with Section R603, cold-formed steel floor framing shall be constructed with floor joists located in-line with load-bearing studs located below the joists in accordance with Figure R505.1.2 and the tolerances specified as follows:
1. The maximum tolerance shall be 3/4 inch (19.1 mm) between the centerline of the horizontal framing member and the centerline of the vertical framing member.
2. Where the centerline of the horizontal framing member and bearing stiffener are located to one side

HORIZONTAL FRAMING MEMBER
BEARING STIFFENER TRACK

STUD

CL STUD

HORIZONTAL HORIZONTAL

CL FRAMING MEMBER

HORIZONTAL FRAMING MEMBER
BEARING STIFFENER TRACK

STUD

BEARING STIFFENER

HORIZONTAL

FRAMING MEMBER

¾ (19 mm) MAX.
VERTICAL CL FRAMING
MEMBER For SI: 1 inch = 25.4 mm.

¾ (19 mm) MAX.
VERTICAL CL FRAMING
MEMBER FIGURE R505.1.2 IN-LINE FRAMING

¾ (19 mm) MAX.

1/8 (3mm) MAX.

FROM WEB OF

HORIZONTAL

FRAMING

MEMBER TO

EDGE OF

VERTICAL FRAMING MEMBER

VERTICAL CL FRAMING
MEMBER

134

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

of the centerline of the vertical framing member, the maximum tolerance shall be 1/8 inch (3 mm) between the web of the horizontal framing member and the edge of the vertical framing member.
R505.1.3 Floor trusses. Cold-formed steel trusses shall be designed, braced and installed in accordance with AISI S100, Section D4. In the absence of specific bracing requirements, trusses shall be braced in accordance with accepted industry practices, such as the SBCA ColdFormed Steel Building Component Safety Information (CFSBCSI), Guide to Good Practice for Handling, Installing & Bracing of Cold-Formed Steel Trusses. Truss members shall not be notched, cut or altered in any manner without an approved design.
R505.2 Structural framing. Load-bearing cold-formed steel floor framing members shall be in accordance with this section.
R505.2.1 Material. Load-bearing cold-formed steel framing members shall be cold formed to shape from structural quality sheet steel complying with the requirements of ASTM A 1003: Structural Grades 33 Type H and 50 Type H.
R505.2.2 Corrosion protection. Load-bearing coldformed steel framing shall have a metallic coating complying with ASTM A 1003 and one of the following:
1. A minimum of G 60 in accordance with ASTM A 653.
2. A minimum of AZ 50 in accordance with ASTM A 792.
R505.2.3 Dimension, thickness and material grade. Load-bearing cold-formed steel floor framing members shall comply with Figure R505.2.3(1) and with the dimensional and thickness requirements specified in Table R505.2.3. Additionally, all C-shaped sections shall have a minimum flange width of 1.625 inches (41 mm) and a maximum flange width of 2 inches (51 mm). The minimum lip size for C-shaped sections shall be 1/2 inch (12.7 mm). Track sections shall comply with Figure R505.2.3(2) and shall have a minimum flange width of 11/4 inch (32 mm). Minimum Grade 33 ksi steel shall be used wherever 33 mil and 43 mil thicknesses are specified. Minimum Grade 50 ksi steel shall be used wherever 54 and 68 mil thicknesses are specified.

FLOORS

FLANGE WEB

DEPTH OF WEB

LIP

(OUTSIDE TO

OUTSIDE)

FIGURE R505.2.3(1) C-SHAPED SECTION

FLANGE

WEB

SIZE OF TRACK (INSIDE TO INSIDE)

FIGURE R505.2.3(2) TRACK SECTION

TABLE R505.2.3 COLD-FORMED STEEL JOIST SIZES AND THICKNESS

MEMBER DESIGNATIONa
550S162-t

WEB DEPTH (inches)
5.5

MINIMUM BASE STEEL THICKNESS mil (inches)
33 (0.0329), 43 (0.0428), 54 (0.0538), 68 (0.0677)

800S162-t

33 (0.0329), 43 (0.0428), 54 (0.0538), 68 (0.0677)

1000S162-t

43 (0.0428), 54 (0.0538), 68 (0.0677)

1200S162-t

43 (0.0428), 54 (0.0538), 68 (0.0677)

For SI: 1 inch = 25.4 mm, 1 mil = 0.0254 mm. a. The member designation is defined by the first number representing the member depth in 0.01 inch, the letter "S" representing a stud or joist member, the
second number representing the flange width in 0.01 inch, and the letter "t" shall be a number representing the minimum base metal thickness in mils.

2015 INTERNATIONAL RESIDENTIAL CODE®

135

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS
R505.2.4 Identification. Load-bearing cold-formed steel framing members shall have a legible label, stencil, stamp or embossment with the following information as a minimum:
1. Manufacturer's identification.
2. Minimum base steel thickness in inches (mm).
3. Minimum coating designation.
4. Minimum yield strength, in kips per square inch (ksi) (MPa).
R505.2.5 Fastening. Screws for steel-to-steel connections shall be installed with a minimum edge distance and centerto-center spacing of 1/2 inch (12.7 mm), shall be self-drilling tapping, and shall conform to ASTM C 1513. Floor sheathing shall be attached to cold-formed steel joists with minimum No. 8 self-drilling tapping screws that conform to ASTM C 1513. Screws attaching floor sheathing to coldformed steel joists shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of 3/8 inch (9.5 mm). Gypsum board ceilings shall be attached to coldformed steel joists with minimum No. 6 screws conforming to ASTM C 954 or ASTM C 1513 with a bugle head style and shall be installed in accordance with Section R702. For all connections, screws shall extend through the steel a minimum of three exposed threads. All fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion. R505.2.6 Web holes, web hole reinforcing and web hole patching. Web holes, web hole reinforcing, and web hole patching shall be in accordance with this section.
R505.2.6.1 Web holes. Web holes in floor joists shall comply with all of the following conditions:
1. Holes shall conform to Figure R505.2.6.1.
2. Holes shall be permitted only along the centerline of the web of the framing member.
C.L. 24 IN. MIN.

3. Holes shall have a center-to-center spacing of not less than 24 inches (610 mm).
4. Holes shall have a web hole width not greater than 0.5 times the member depth, or 21/2 inches (64.5 mm).
5. Holes shall have a web hole length not exceeding 41/2 inches (114 mm).
6. Holes shall have a minimum distance between the edge of the bearing surface and the edge of the web hole of not less than 10 inches (254 mm).
Framing members with web holes not conforming to the above requirements shall be reinforced in accordance with Section R505.2.6.2, patched in accordance with Section R505.2.6.3 or designed in accordance with accepted engineering practices.
R505.2.6.2 Web hole reinforcing. Reinforcement of web holes in floor joists not conforming to the requirements of Section R505.2.6.1 shall be permitted if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R505.2.6.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center-to-center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm).
R505.2.6.3 Hole patching. Patching of web holes in floor joists not conforming to the requirements in Section R505.2.6.1 shall be permitted in accordance with either of the following methods:
1. Framing members shall be replaced or designed in accordance with accepted engineering prac-
C.L. 10 IN. MIN.

21/2 IN. MAX. For SI: 1 inch = 25.4 mm. 136

41/2 IN. MAX.

CENTERLINE OF WEB

BEARING CONDITION
FIGURE R505.2.6.1 FLOOR JOIST WEB HOLES
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

tices where web holes exceed the following size limits:
1.1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web.
1.2. The length of the hole, measured along the web, exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.
2. Web holes not exceeding the dimensional requirements in Section R505.2.6.3, Item 1, shall be patched with a solid steel plate, stud section or track section in accordance with Figure R505.2.6.3. The steel patch shall, as a minimum, be of the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center-to-center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm).
R505.3 Floor construction. Cold-formed steel floors shall be constructed in accordance with this section.
R505.3.1 Floor to foundation or load-bearing wall connections. Cold-formed steel framed floors shall be anchored to foundations, wood sills or load-bearing walls in accordance with Table R505.3.1(1) and Figure R505.3.1(1), R505.3.1(2), R505.3.1(3), R505.3.1(4), R505.3.1(5) or R505.3.1(6). Anchor bolts shall be located not more than 12 inches (305 mm) from corners or the termination of bottom tracks. Continuous cold-formed steel joists supported by interior load-bearing walls shall be

constructed in accordance with Figure R505.3.1(7). Lapped cold-formed steel joists shall be constructed in accordance with Figure R505.3.1(8). End floor joists constructed on foundation walls parallel to the joist span shall be doubled unless a C-shaped bearing stiffener, sized in accordance with Section R505.3.4, is installed web-to-web with the floor joist beneath each supported wall stud, as shown in Figure R505.3.1(9). Fastening of cold-formed steel joists to other framing members shall be in accordance with Section R505.2.5 and Table R505.3.1(2).
JOIST
SOLID STEEL PLATE, C-SHAPE OR TRACK, MIN. THICKNESS AS JOIST
NO. 8 SCREWS SPACED AT 1 IN. O.C. (TYP.)
For SI: 1 inch = 25.4 mm. FIGURE R505.2.6.3
FLOOR JOIST WEB HOLE PATCH

TABLE R505.3.1(1) FLOOR TO FOUNDATION OR BEARING WALL CONNECTION REQUIREMENTSa, b

FRAMING CONDITION

BASIC ULTIMATE WIND SPEED (mph) AND EXPOSURE

110 mph Exposure Category C or less than 139 mph Exposure Category B

Less than 139 mph Exposure Category C

Floor joist to wall track of exterior wall in accordance with Figure R505.3.1(1)

2-No. 8 screws

3-No. 8 screws

Rim track or end joist to load-bearing wall top track in accordance with Figure R505.3.1(1)

1-No. 8 screw at 24 inches o.c.

Rim track or end joist to wood sill in accor- Steel plate spaced at 4 feet o.c. with 4-No. 8 Steel plate spaced at 2 feet o.c. with 4-No. 8

dance with Figure R505.3.1(2)

screws and 4-10d or 6-8d common nails

Rim track or end joist to foundation in accordance with Figure R505.3.1(3)

1/2 inch minimum diameter anchor bolt and clip angle spaced at 6 feet o.c. with 8-No. 8
screws

1/2 inch minimum diameter anchor bolt and clip angle spaced at 4 feet o.c. with 8-No. 8
screws

Cantilevered joist to foundation in accordance with Figure R505.3.1(4)

1/2 inch minimum diameter anchor bolt and clip angle spaced at 6 feet o.c. with 8-No. 8
screws

1/2 inch minimum diameter anchor bolt and clip angle spaced at 4 feet o.c. with 8-No. 8
screws

Cantilevered joist to wood sill in accordance Steel plate spaced at 4 feet o.c. with 4-No. 8 Steel plate spaced at 2 feet o.c. with 4-No. 8

with Figure R505.3.1(5)

screws and 4-10d or 6-8d common nails

Cantilevered joist to exterior load-bearing wall track in accordance with Figure R505.3.1(6)

2-No. 8 screws

3-No. 8 screws

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm. a. Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks such as at door openings or corners. Bolts extend a
minimum of 15 inches into masonry or 7 inches into concrete. Anchor bolts connecting cold-formed steel framing to the foundation structure are to be installed so that the distance from the center of the bolt hole to the edge of the connected member is not less than one and one-half bolt diameters. b. All screw sizes shown are minimum.

2015 INTERNATIONAL RESIDENTIAL CODE®

137

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

DESCRIPTION OF BUILDING ELEMENTS
Floor joist to track of an interior load-bearing wall in accordance with Figures R505.3.1(7) and R505.3.1(8)
Floor joist to track at end of joist

TABLE R505.3.1(2) FLOOR FASTENING SCHEDULEa
NUMBER AND SIZE OF FASTENERS
2 No. 8 screws
2 No. 8 screws

Subfloor to floor joists

No. 8 screws

For SI: 1 inch = 25.4 mm. a. All screw sizes shown are minimum.

SPACING OF FASTENERS
Each joist
One per flange or two per bearing stiffener 6 in. o.c. on edges and 12 in. o.c. at intermediate supports

RIM TRACK (MIN. 33 MIL THICK)
WEB STIFFENER
NO. 8 SCREWS THROUGH JOIST FLANGE, CLIP ANGLE OR BENT STIFFENER

SHEATHING

TRACK
FASTEN RIM TRACK TO WALL TRACK WITH NO. 8 SCREWS AT 24 IN. O.C.

JOIST
NO. 8 SCREW THROUGH EACH FLANGE

LOAD-BEARING STUD
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm. FIGURE 505.3.1(1)
FLOOR TO EXTERIOR LOAD-BEARING WALL STUD CONNECTION

138

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SHEATHING WEB STIFFENER

RIM TRACK MIN. 33 MIL THICK
4-NO. 8 SCREWS
MIN. 4-10d OR 6-8d COMMON NAILS
3 IN. × 3 IN. × 33 MIL STEEL PLATE (MIN.)
ANCHOR BOLT OR OTHER CONNECTION AS REQUIRED

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.

WOOD SILL AS REQUIRED FOUNDATION SILL SEALER AS REQUIRED
FIGURE R505.3.1(2) FLOOR TO WOOD SILL CONNECTION

WEB STIFFENER
RIM TRACK (MIN. 33 MIL THICK)

SHEATHING

FLOORS

SILL SEALER AS REQUIRED

JOIST
ANCHOR BOLT OR OTHER CONNECTION AS REQUIRED

6 IN. × 6 IN. × 54 MIL CLIP ANGLE FASTENED TO TRACK WITH 8-NO. 8 SCREWS

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.

FOUNDATION
FIGURE R505.3.1(3) FLOOR TO FOUNDATION CONNECTION

2015 INTERNATIONAL RESIDENTIAL CODE®

139

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

BLOCKING EVERY OTHER JOIST (MIN. 33 MIL TRACK OR C-SHAPE SAME DEPTH AS JOIST)
NO. 8 SCREW AT EACH FLANGE
WEB STIFFENER CAN BE INSTALLED EITHER SIDE OF WEB
RIM TRACK

SHEATHING

For SI: 1 mil = 0.0254 mm.

SILL SEALER AS REQUIRED

FOUNDATION

FLOOR JOIST

FIGURE R505.3.1(4) CANTILEVERED FLOOR TO FOUNDATION CONNECTION

BLOCKING EVERY OTHER JOIST MIN. 33 MIL TRACK OR C-SHAPE MIN. DEPTH = DEPTH OF JOIST - 1/2 IN.
WEB STIFFENER

CONNECTION OF BLOCKING TO JOIST THROUGH FLANGE OF WEB STIFFENER, CLIP ANGLE OR BENT WEB OF BLOCKING WITH 2 NO. 8 SCREWS (MIN. DEPTH OF ANGLE = JOIST DEPTH 2 IN.
SHEATHING

ANCHOR BOLT

RIM TRACK
NO. 8 SCREW AT EACH FLANGE (TOP AND BOTTOM)

4 NO. 8 SCREWS 3 IN. × 3 IN. × 33 MIL STEEL PLATE 4-10d OR 6-8d COMMON NAILS WOOD SILL AS REQUIRED FOUNDATION SILL SEALER AS REQUIRED
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm. FIGURE R505.3.1(5)
CANTILEVERED FLOOR TO WOOD SILL CONNECTION

140

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

BLOCKING EVERY OTHER JOIST (MIN. 33 MIL TRACK OR C-SHAPE
WEB STIFFENER
RIM TRACK (MIN. 33 MIL THICK)

FLOORS
CONNECTION OF BLOCKING TO JOIST THROUGH EACH LEG OF WEB STIFFENER OR CLIP ANGLE WITH 2 NO. 8 SCREWS
SHEATHING

NO. 8 SCREWS THROUGH FLANGE, CLIP ANGLE OR BENT STIFFENER

JOIST

TOP TRACK LOAD-BEARING STUD

NO. 8 SCREW THROUGH EACH FLANGE

For SI: 1 mil = 0.0254 mm.

FIGURE R505.3.1(6) CANTILEVERED FLOOR TO EXTERIOR LOAD-BEARING WALL CONNECTION

CONNECTION OF BLOCKING TO JOIST THROUGH FLANGE OF WEB STIFFENER, CLIP ANGLE OR BENT WEB OF BLOCKING WITH 2 NO. 8 SCREWS (MIN. DEPTH OF ANGLE = JOIST DEPTH 2 IN.) (SEE FIGURE R505.3.1(4) FOR BLOCKING

BLOCKING EVERY OTHER JOIST MIN. 33 MIL TRACK OR C-SHAPE MIN. DEPTH = JOIST DEPTH 2 IN.
WEB STIFFENER (EITHER SIDE OF WEB)

JOIST
NO. 8 SCREWS THROUGH FLANGE. CLIP ANGLE OR BENT STIFFENER

SHEATHING

TOP TRACK

LOAD-BEARING STUD

NO. 8 SCREW THROUGH EACH FLANGE

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.

FIGURE R505.3.1(7) CONTINUOUS SPAN JOIST SUPPORTED ON INTERIOR LOAD-BEARING WALL

2015 INTERNATIONAL RESIDENTIAL CODE®

141

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

JOIST

M6ININ. .

4 NO. 8 SCREWS THROUGH BOTH WEBS (WEB STIFFENER IS REQUIRED ONLY WHEN LOAD-BEARING WALL IS LOCATED ABOVE)

2 NO. 8 SCREWS THROUGH FLANGE (EACH SIDE)

TRACK LOAD-BEARING STUD

JOIST
NO. 8 SCREW AT EACH FLANGE

For SI: 1 inch = 25.4 mm.

FIGURE R505.3.1(8) LAPPED JOISTS SUPPORTED ON INTERIOR LOAD-BEARING WALL

WALL STUDS

SUBFLOOR

END JOIST

BEARING STIFFENERS TO MATCH SPACING OF WALL STUDS ABOVE

FIGURE R505.3.1(9) BEARING STIFFENERS FOR END JOISTS

142

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

R505.3.2 Minimum floor joist sizes. Floor joist size and thickness shall be determined in accordance with the limits set forth in Table R505.3.2 for single or continuous spans. Where continuous joist members are used, the interior bearing supports shall be located within 2 feet (610 mm) of midspan of the cold-formed steel joists, and the individual spans shall not exceed the spans in Table R505.3.2. Floor joists shall have a bearing support length of not less than 11/2 inches (38 mm) for exterior wall supports and 31/2 inches (89 mm) for interior wall supports. Tracks shall be not less than 33 mils (0.84 mm) thick except when used as part of a floor header or trimmer in accordance with Section R505.3.8. Bearing stiffeners shall be installed in accordance with Section R505.3.4.
R505.3.3 Joist bracing and blocking. Joist bracing and blocking shall be in accordance with this section.
R505.3.3.1 Joist top flange bracing. The top flanges of cold-formed steel joists shall be laterally braced by the application of floor sheathing fastened to the joists in accordance with Section R505.2.5 and Table R505.3.1(2).
R505.3.3.2 Joist bottom flange bracing/blocking. Floor joists with spans that exceed 12 feet (3658 mm)

FLOORS
shall have the bottom flanges laterally braced in accordance with one of the following:
1. Gypsum board installed with minimum No. 6 screws in accordance with Section R702.
2. Continuous steel straps installed in accordance with Figure R505.3.3.2(1). Steel straps shall be spaced at a maximum of 12 feet (3658 mm) on center and shall be at least 11/2 inches (38 mm) in width and 33 mils (0.84 mm) in thickness. Straps shall be fastened to the bottom flange of each joist with one No. 8 screw, fastened to blocking with two No. 8 screws, and fastened at each end (of strap) with two No. 8 screws. Blocking in accordance with Figure R505.3.3.2(1) or R505.3.3.2(2) shall be installed between joists at each end of the continuous strapping and at a maximum spacing of 12 feet (3658 mm) measured along the continuous strapping (perpendicular to the joist run). Blocking shall also be located at the termination of all straps. As an alternative to blocking at the ends, anchoring the strap to a stable building component with two No. 8 screws shall be permitted.

JOIST DESIGNATION
550S162-33 550S162-43 550S162-54 550S162-68 800S162-33 800S162-43 800S162-54 800S162-68 1000S162-43 1000S162-54 1000S162-68 1200S162-43 1200S162-54 1200S162-68

TABLE R505.3.2 ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS--SINGLE OR CONTINUOUS SPANSa, b, c, d, e

30 PSF LIVE LOAD

40 PSF LIVE LOAD

Spacing (inches)

12
11-7 12-8 13-7

16 10-7 11-6 12-4

19.2 9-6 10-10 11-7

24 8-6 10-2 10-9

12 10-7 11-6 12-4

16 9-3 10-5 11-2

19.2 8-6 9-10 10-6

14-7

13-3

12-6

11-7

13-3

12-0

11-4

15-8

13-11

12-9

11-5

14-3

12-5

11-3

17-1

15-6

14-7

13-7

15-6

14-1

13-3

18-4

16-8

15-8

14-7

16-8

15-2

14-3

19-9

17-11

16-10

15-8

17-11

16-3

15-4

20-6

18-8

17-6

15-8

18-8

16-11

15-6

22-1

20-0

18-10

17-6

20-0

18-2

17-2

23-9

21-7

20-3

18-10

21-7

19-7

18-5

23-9

20-10

19-0

16-8

21-5

18-6

16-6

25-9

23-4

22-0

20-1

23-4

21-3

20-0

27-8

25-1

23-8

21-11

25-1

22-10

21-6

24 7-6 9-1 9-9 10-6 9-0 12-4 13-3 14-2 13-11 15-11 17-1 13-2 17-10 21-1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm. a. Deflection criteria: L/480 for live loads, L/240 for total loads. b. Floor dead load = 10 psf. c. Table provides the maximum clear span in feet and inches. d. Bearing stiffeners are to be installed at all support points and concentrated loads. e. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thickness. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thickness.

2015 INTERNATIONAL RESIDENTIAL CODE®

143

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

SUBFLOOR SHEATHING

MIN. 33 MIL SOLID BLOCKING AT EACH END AND AT 12 IN. O.C. (DEPTH OF BLOCKING = JOIST DEPTH MINUS 2 IN.

CONTINUOUS 11/2-IN. × 33 MIL STEEL STRAP
For SI: 1 mil = 0.0254, 1 inch = 25.4 mm.

JOIST
MIN. 2-IN. × 2-IN. × 33 MILL CLIP ANGLE FASTENED WITH 2 NO. 8 SCREWS THROUGH EACH LEG (DEPTH OF ANGLE = JOIST DEPTH MINUS 2 IN.)
2 NO. 8 SCREWS THROUGH STRAP TO BLOCKING NO. 8 SCREW THROUGH STRAP TO JOIST (TYP.)
FIGURE R505.3.3.2(1) JOIST BLOCKING (SOLID)
NO. 8 SCREW THROUGH BRACE AT EACH FLANGE
JOIST

JOIST

MIN. 11/2-IN. × 33 MIL FLAT STRAP

For SI: 1 mil = 0.0254, 1 inch = 25.4 mm.

FIGURE R505.3.3.2(2) JOIST BLOCKING (STRAP)

144

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

R505.3.3.3 Blocking at interior bearing supports.

Each bearing stiffener shall be fastened to the web of the

Blocking is not required for continuous back-to-back

member it is stiffening as shown in Figure R505.3.4(2).

floor joists at bearing supports. Blocking shall be

installed between every other joist for single continu-

ous floor joists across bearing supports in accordance

with Figure R505.3.1(7). Blocking shall consist of C-

JAMB STUDS

shape or track section with a minimum thickness of 33

mils (0.84 mm). Blocking shall be fastened to each

SUBFLOOR

adjacent joist through a 33-mil (0.84 mm) clip angle,

bent web of blocking or flanges of web stiffeners with

two No. 8 screws on each side. The minimum depth of

the blocking shall be equal to the depth of the joist

minus 2 inches (51 mm). The minimum length of the

angle shall be equal to the depth of the joist minus 2 inches (51 mm).
R505.3.3.4 Blocking at cantilevers. Blocking shall be

BEARING STIFFENER INSIDE JOIST

BEARING STIFFENER ATTACHED TO BACK OF JOIST

installed between every other joist over cantilever bear-

ing supports in accordance with Figure R505.3.1(4),

R505.3.1(5) or R505.3.1(6). Blocking shall consist of

C-shape or track section with minimum thickness of 33

mils (0.84 mm). Blocking shall be fastened to each

adjacent joist through bent web of blocking, 33 mil clip

FIGURE R505.3.4(1)

angle or flange of web stiffener with two No. 8 screws

BEARING STIFFENERS UNDER JAMB STUDS

at each end. The depth of the blocking shall be equal to

the depth of the joist. The minimum length of the angle

R505.3.5 Cutting and notching. Flanges and lips of load-

shall be equal to the depth of the joist minus 2 inches

bearing cold-formed steel floor framing members shall not

(51 mm). Blocking shall be fastened through the floor

be cut or notched.

sheathing and to the support with three No. 8 screws (top and bottom).

R505.3.6 Floor cantilevers. Floor cantilevers for the top floor of a two- or three-story building or the first floor of a

R505.3.4 Bearing stiffeners. Bearing stiffeners shall be installed at each joist bearing location in accordance with this section, except for joists lapped over an interior support not carrying a load-bearing wall above. Floor joists supporting jamb studs with multiple members shall have two bearing stiffeners in accordance with Figure R505.3.4(1). Bearing stiffeners shall be fabricated from a C-shaped, track or clip angle member in accordance with the one of following:
1. C-shaped bearing stiffeners:

one-story building shall not exceed 24 inches (610 mm). Cantilevers, not exceeding 24 inches (610 mm) and supporting two stories and roof (first floor of a two-story building), shall be permitted provided that all cantilevered joists are doubled (nested or back-to-back). The doubled cantilevered joists shall extend not less than 6 feet (1829 mm) toward the inside and shall be fastened with not less than two No. 8 screws spaced at 24 inches (610 mm) on center through the webs (for back-to-back) or flanges (for nested joists).
R505.3.7 Splicing. Joists and other structural members

1.1. Where the joist is not carrying a load-bearing

shall not be spliced. Splicing of tracks shall conform to

wall above, the bearing stiffener shall be a min-

Figure R505.3.7.

imum 33 mil (0.84 mm) thickness.

R505.3.8 Framing of floor openings. Openings in floors

1.2. Where the joist is carrying a load-bearing wall

shall be framed with header and trimmer joists. Header joist

above, the bearing stiffener shall be not less

spans shall not exceed 6 feet (1829 mm) or 8 feet (2438 mm)

than the same designation thickness as the wall

in length in accordance with Figure R505.3.8(1) or

stud above.

R505.3.8(2), respectively. Header and trimmer joists shall

2. Track bearing stiffeners:

be fabricated from joist and track members, having a minimum size and thickness at least equivalent to the adjacent

2.1. Where the joist is not carrying a load-bearing

floor joists, and shall be installed in accordance with Figures

wall above, the bearing stiffener shall be a min-

R505.3.8(1), R505.3.8(2), R505.3.8(3) and R505.3.8(4).

imum 43 mil (1.09 mm) thickness.

Each header joist shall be connected to trimmer joists with

four 2-inch by 2-inch (51-mm by 51-mm) clip angles. Each

2.2. Where the joist is carrying a load-bearing wall

clip angle shall be fastened to both the header and trimmer

above, the bearing stiffener shall be not less

joists with four No. 8 screws, evenly spaced, through each

than one designation thickness greater than the

leg of the clip angle. The clip angles shall have a thickness

wall stud above.

not less than that of the floor joist. Each track section for a

The minimum length of a bearing stiffener shall be the

built-up header or trimmer joist shall extend the full length

depth of member being stiffened minus 3/8 inch (9.5 mm).

of the joist (continuous).

2015 INTERNATIONAL RESIDENTIAL CODE®

145

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

C-SECTION/TRACK

CLIP ANGLE

MIN. LENGTH =

DEPTH OF WEB

MINUS

/3 8

IN.

(3)-NO. 8 SCREWS EQUALLY SPACED

MAX. SPACING

FROM JOIST

TOP

/1 2

IN.

MIN. LENGTH

= DEPTH OF

WEB

/3 8

IN.

(3)-NO. 8 OR NO. 10 SCREWS EQUALLY SPACED (IN BOTH LEGS OF ANGLE)

MIN. LENGTH =

DEPTH OF WEB

MINUS

/3 8

IN.

(4)-NO. 8 SCREWS EQUALLY SPACED

BEARING STIFFENER

For SI: 1 inch = 25.4 mm.

FIGURE R505.3.4(2) BEARING STIFFENER

C-SHAPE INSIDE TRACK

6 IN. MINIMUM

4 NO. 8 SCREWS THROUGH WEB OR FLANGES AT EACH SIDE OF SPLICE

For SI: 1 inch = 25.4 mm. 146

TRACK
FIGURE R505.3.7 TRACK SPLICE
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

JOIST CLIP ANGLE

MAXIMUM

HEADER JOIST (TYP.)

JOIST TRIMMER JOIST (TYP.)

JOIST

For SI: 1 foot = 304.8 mm.

FIGURE R505.3.8(1) COLD-FORMED STEEL FLOOR CONSTRUCTION--6-FOOT FLOOR OPENING

JOIST CLIP ANGLE

MAXIMUM

HEADER JOIST (TYP.)

JOIST TRIMMER JOIST (TYP.)

JOIST

For SI: 1 foot = 304.8 mm.

FIGURE R505.3.8(2) COLD-FORMED STEEL FLOOR CONSTRUCTION--8-FOOT FLOOR OPENING

2015 INTERNATIONAL RESIDENTIAL CODE®

147

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

NO. 8 SCREWS AT 24 IN. O.C. TOP AND BOTTOM (TYP.)

MINIMUM 2 IN. × 2 IN. CLIP ANGLE WITH 4 NO. 8 SCREWS THROUGH EACH LEG, BOTH SIDES OF CONNECTION

HEADER JOIST C-SHAPE INSIDE A TRACK

4 NO. 8 SCREWS THROUGH EACH LEG

OF CLIP ANGLE (ONE SIDE OF

CONNECTION) MINIMUM LENGTH EQUALS

JOIST

WEB

DEPTH

MINUS

/1 2

IN.

JOIST

TRIMMER JOIST C-SHAPE INSIDE A TRACK (TYP.)
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R505.3.8(3) COLD-FORMED STEEL FLOOR CONSTRUCTION: FLOOR HEADER TO TRIMMER CONNECTION--6-FOOT OPENING

NO. 8 SCREWS AT 24 IN. O.C. TOP AND BOTTOM (TYP.)

MINIMUM 2 IN. × 2 IN. CLIP ANGLE WITH 4 NO. 8 SCREWS THROUGH EACH LEG, BOTH SIDES OF CONNECTION

HEADER JOIST, 2-C-SHAPE AND A TRACK

4-NO. 8 SCREWS THROUGH EACH LEG

OF CLIP ANGLE (ONE SIDE OF

CONNECTION) MINIMUM LENGTH EQUALS

JOIST

WEB

DEPTH

MINUS

/1 2

IN.

JOIST

TRIMMER JOIST, 2-C-SHAPES AND A TRACK 2-NO. 8 SCREWS THROUGH WEBS AT 24 IN. ON CENTER (TYP.)
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R505.3.8(4) COLD-FORMED STEEL FLOOR CONSTRUCTION: FLOOR HEADER TO TRIMMER CONNECTION--8-FOOT OPENING

148

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

SECTION R506 CONCRETE FLOORS (ON GROUND)
R506.1 General. Concrete slab-on-ground floors shall be designed and constructed in accordance with the provisions of this section or ACI 332. Floors shall be a minimum 31/2 inches (89 mm) thick (for expansive soils, see Section R403.1.8). The specified compressive strength of concrete shall be as set forth in Section R402.2.
R506.2 Site preparation. The area within the foundation walls shall have all vegetation, top soil and foreign material removed.
R506.2.1 Fill. Fill material shall be free of vegetation and foreign material. The fill shall be compacted to ensure uniform support of the slab, and except where approved, the fill depths shall not exceed 24 inches (610 mm) for clean sand or gravel and 8 inches (203 mm) for earth.
R506.2.2 Base. A 4-inch-thick (102 mm) base course consisting of clean graded sand, gravel, crushed stone, crushed concrete or crushed blast-furnace slag passing a 2inch (51 mm) sieve shall be placed on the prepared subgrade where the slab is below grade.
Exception: A base course is not required where the concrete slab is installed on well-drained or sand-gravel mixture soils classified as Group I according to the United Soil Classification System in accordance with Table R405.1.
R506.2.3 Vapor retarder. A 6-mil (0.006 inch; 152 µm) polyethylene or approved vapor retarder with joints lapped not less than 6 inches (152 mm) shall be placed between the concrete floor slab and the base course or the prepared subgrade where no base course exists.
Exception: The vapor retarder is not required for the following:
1. Garages, utility buildings and other unheated accessory structures.
2. For unheated storage rooms having an area of less than 70 square feet (6.5 m2) and carports.
3. Driveways, walks, patios and other flatwork not likely to be enclosed and heated at a later date.
4. Where approved by the building official, based on local site conditions.
R506.2.4 Reinforcement support. Where provided in slabs-on-ground, reinforcement shall be supported to remain in place from the center to upper one-third of the slab for the duration of the concrete placement.
SECTION R507 EXTERIOR DECKS
R507.1 Decks. Wood-framed decks shall be in accordance with this section or Section R301 for materials and conditions not prescribed herein. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads.

Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. For decks with cantilevered framing members connections to exterior walls or other framing members shall be designed and constructed to resist uplift resulting from the full live load specified in Table R301.5 acting on the cantilevered portion of the deck.
R507.2 Deck ledger connection to band joist. Deck ledger connections to band joists shall be in accordance with this section, Tables R507.2 and R507.2.1, and Figures R507.2.1(1) and R507.2.1(2). For other grades, species, connection details and loading conditions, deck ledger connections shall be designed in accordance with Section R301.
R507.2.1 Ledger details. Deck ledgers installed in accordance with Section R507.2 shall be a minimum 2-inch by 8inch (51 mm by 203 mm) nominal, pressure-preservativetreated southern pine, incised pressure-preservative-treated Hem-fir, or approved, naturally durable, No. 2 grade or better lumber. Deck ledgers installed in accordance with Section R507.2 shall not support concentrated loads from beams or girders. Deck ledgers shall not be supported on stone or masonry veneer.
R507.2.2 Band joist details. Band joists attached by a ledger in accordance with Section R507.2 shall be a minimum 2-inch-nominal (51 mm), solid-sawn, spruce-pine-fir lumber or a minimum 1-inch by 91/2-inch (25 mm 241 mm) dimensional, Douglas fir, laminated veneer lumber. Band joists attached by a ledger in accordance with Section R507.2 shall be fully supported by a wall or sill plate below.
R507.2.3 Ledger to band joist fastener details. Fasteners used in deck ledger connections in accordance with Table R507.2 shall be hot-dipped galvanized or stainless steel and shall be installed in accordance with Table R507.2.1 and Figures R507.2.1(1) and R507.2.1(2).
R507.2.4 Deck lateral load connection. The lateral load connection required by Section R507.1 shall be permitted to be in accordance with Figure R507.2.3(1) or R507.2.3(2). Where the lateral load connection is provided in accordance with Figure R507.2.3(1), hold-down tension devices shall be installed in not less than two locations per deck, within 24 inches of each end of the deck. Each device shall have an allowable stress design capacity of not less than 1,500 pounds (6672 N). Where the lateral load connections are provided in accordance with Figure R507.2.3(2), the hold-down tension devices shall be installed in not less than four locations per deck, and each device shall have an allowable stress design capacity of not less than 750 pounds (3336 N).
R507.3 Plastic composite deck boards, stair treads, guards, or handrails. Plastic composite exterior deck boards, stair treads, guards and handrails shall comply with the requirements of ASTM D 7032 and the requirements of Section 507.3.
R507.3.1 Labeling. Plastic composite deck boards and stair treads, or their packaging, shall bear a label that indicates compliance to ASTM D 7032 and includes the allowable load and maximum allowable span determined

2015 INTERNATIONAL RESIDENTIAL CODE®

149

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

in accordance with ASTM D 7032. Plastic or composite handrails and guards, or their packaging, shall bear a label that indicates compliance to ASTM D 7032 and includes the maximum allowable span determined in accordance with ASTM D 7032.
R507.3.2 Flame spread index. Plastic composite deck boards, stair treads, guards, and handrails shall exhibit a flame spread index not exceeding 200 when tested in accordance with ASTM E 84 or UL 723 with the test specimen remaining in place during the test.
Exception: Plastic composites determined to be noncombustible.

R507.3.3 Decay resistance. Plastic composite deck boards, stair treads, guards and handrails containing wood, cellulosic or other biodegradable materials shall be decay resistant in accordance with ASTM D 7032.
R507.3.4 Termite resistance. Where required by Section 318, plastic composite deck boards, stair treads, guards and handrails containing wood, cellulosic or other biodegradable materials shall be termite resistant in accordance with ASTM D 7032.
507.3.5 Installation of plastic composites. Plastic composite deck boards, stair treads, guards and handrails shall be installed in accordance with this code and the manufacturer's instructions.

TABLE R507.2 DECK LEDGER CONNECTION TO BAND JOISTa, b (Deck live load = 40 psf, deck dead load = 10 psf, snow load 40 psf)

CONNECTION DETAILS

JOIST SPAN
6 and less 61 to 8 81 to 10 101 to 12 121 to 14

On-center spacing of fasteners

1/2-inch diameter lag screw with 1/2-inch maximum sheathingc, d

1/2-inch diameter bolt with 1/2-inch maximum sheathingd

1/2-inch diameter bolt with 1-inch maximum sheathinge

141 to 16 11 21 18

161 to 18 10 19 16

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Ledgers shall be flashed in accordance with Section R703.8 to prevent water from contacting the house band joist. b. Snow load shall not be assumed to act concurrently with live load. c. The tip of the lag screw shall fully extend beyond the inside face of the band joist. d. Sheathing shall be wood structural panel or solid sawn lumber. e. Sheathing shall be permitted to be wood structural panel, gypsum board, fiberboard, lumber or foam sheathing. Up to 1/2-inch thickness of stacked washers
shall be permitted to substitute for up to 1/2 inch of allowable sheathing thickness where combined with wood structural panel or lumber sheathing.

TABLE 507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS

MINIMUM END AND EDGE DISTANCES AND SPACING BETWEEN ROWS

Ledgera Band Joistc

TOP EDGE
2 inchesd 3/4 inch

BOTTOM EDGE
3/4 inch 2 inches

ENDS
2 inchesb 2 inchesb

ROW SPACING
15/8 inchesb 15/8 inchesb

For SI: 1 inch = 25.4 mm. a. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger in accordance with Figure R507.2.1(1). b. Maximum 5 inches. c. For engineered rim joists, the manufacturer's recommendations shall govern. d. The minimum distance from bottom row of lag screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1(1).

150

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

5" MAX.

2" MIN.

LEDGER

For SI: 1 inch = 25.4 mm.

FLOORS

2" MIN.

LAG SCREW OR BOLT

STAGGER FASTENERS IN 2 ROWS

5.5" MIN. FOR 2 X 8* 6.5" MIN. FOR 2 X 10 7.5" MIN. FOR 2 X 12
3/4" MIN.

*DISTANCE SHALL BE PERMITTED TO BE REDUCED TO 4.5" IF LAG SCREWS ARE USED OR BOLT SPACING IS REDUCED TO THAT OF LAG SCREWS TO ATTACH 2 X 8 LEDGERS TO 2 X 8 BAND JOISTS.

FIGURE R507.2.1(1) PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS

EXTERIOR SHEATHING EXISTING STUD WALL
EXISTING 2x BAND JOIST OR ENGINEERED RIM BOARD

2 MIN.
1-5/8 MIN. 5 MAX.
2 MIN.

DECK JOIST LAG SCREWS OR BOLTS

FLOOR FRAMING
EXISTING FOUNDATION WALL

JOIST HANGER

For SI: 1 inch = 25.4 mm.

FIGURE R507.2.1(2) PLACEMENT OF LAG SCREWS AND BOLTS IN BAND JOISTS

2015 INTERNATIONAL RESIDENTIAL CODE®

151

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS
FLOOR SHEATHING NAILING AT 6 MAXIMUM ON CENTER TO JOIST WITH HOLD-DOWN

HOLD-DOWN OR SIMILAR TENSION DEVICE

FLOOR JOIST

DECK JOIST

For SI: 1 inch = 25.4 mm.

FIGURE 507.2.3(1) DECK ATTACHMENT FOR LATERAL LOADS

NOTE: THIS DETAIL IS APPLICABLE WHERE FLOOR JOISTS ARE PARALLEL TO DECK JOISTS.

SHEATHING SIDING
FLASHING FOR WATER TIGHTNESS
DECKING

2 MIN. FLOOR JOISTS

APPROVED JOIST HANGERS
2x LEDGER WITH FASTENERS IN ACCORDANCE WITH TABLE R507.2
HOLD-DOWN DEVICE MIN 750 LB. CAPACITY AT 4 LOCATIONS, EVENLY DISTRIBUTED ALONG DECK AND ONE WITHIN 2 OF EACH END OF THE LEDGER. HOLD-DOWN DEVICES SHALL FULLY ENGAGE DECK JOIST PER HOLD-DOWN MANUFACTURER.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

A FULLY THREADED 3/8 DIAMETER LAG SCREW PREDRILLED W/ MIN. 3 PENETRATION TO CENTER OF TOP PLATE, STUDS, OR HEADER.
FIGURE R507.2.3(2) DECK ATTACHMENT FOR LATERAL LOADS

152

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

R507.4 Decking. Maximum allowable spacing for joists supporting decking shall be in accordance with Table R507.4. Wood decking shall be attached to each supporting member with not less than (2) 8d threaded nails or (2) No. 8 wood screws.
R507.5 Deck joists. Maximum allowable spans for wood deck joists, as shown in Figure R507.5, shall be in accordance with Table R507.5. Deck joists shall be permitted to cantilever not greater than one-fourth of the actual, adjacent joist span.

R507.5.1 Lateral restraint at supports. Joist ends and bearing locations shall be provided with lateral restraint to prevent rotation. Where lateral restraint is provided by joist hangers or blocking between joists, their depth shall equal not less than 60 percent of the joist depth. Where lateral restraint is provided by rim joists, they shall be secured to the end of each joist with not less than (3) 10d (3-inch 0.128-inch) nails or (3) No. 10 3-inch (76 mm) long wood screws.

MATERIAL TYPE AND NOMINAL SIZE
11/4-inch-thick wood 2-inch-thick wood

TABLE R507.4 MAXIMUM JOIST SPACING

MAXIMUM ON-CENTER JOIST SPACING

Perpendicular to joist

Diagonal to joista

16 inches

12 inches

24 inches

16 inches

Plastic composite

In accordance with Section R507.3

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.01745 rad. a. Maximum angle of 45 degrees from perpendicular for wood deck boards

SPECIESa
Southern pine
Douglas fir-larchd, hem-fird spruce-pine-fird
Redwood, western cedars, ponderosa pinee, red pinee

TABLE R507.5 DECK JOIST SPANS FOR COMMON LUMBER SPECIESf (ft. - in.)

SIZE

SPACING OF DECK JOISTS WITH NO CANTILEVERb SPACING OF DECK JOISTS WITH CANTILEVERSc

(inches)

2 6

9-11

9-0

7-7

6-8

2 8

13-1

11-10

9-8

10-1

9-8

2 10

16-2

14-0

11-5

14-6

14-0

11-5

2 12

18-0

16-6

13-6

18-0

16-6

13-6

2 6

9-6

8-8

7-2

6-3

2 8

12-6

11-1

9-1

9-5

9-1

2 10

15-8

13-7

11-1

13-7

11-1

2 12

18-0

15-9

12-10

18-0

15-9

12-10

2 6

8-10

8-0

7-0

5-7

2 8

11-8

10-7

8-8

8-6

2 10

14-11

13-0

10-7

12-3

10-7

2 12

17-5

15-1

12-4

16-5

15-1

12-4

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound = 0.454 kg.
a. No. 2 grade with wet service factor. b. Ground snow load, live load = 40 psf, dead load = 10 psf, L/ = 360. c. Ground snow load, live load = 40 psf, dead load = 10 psf, L/ = 360 at main span, L/ = 180 at cantilever with a 220-pound point load applied to end. d. Includes incising factor.
e. Northern species with no incising factor
f. Cantilevered spans not exceeding the nominal depth of the joist are permitted.

RIM JOIST BEAM

POST

JOIST

BUILDING WALL JOIST HANGER
LEDGER BOARD

BEAM
POST BEYOND

JOIST HANGER JOIST

BUILDING WALL JOIST HANGER
LEDGER BOARD

OPTIONAL CANTILEVER

JOIST SPAN JOISTS WITH DROPPED BEAM

FIGURE R507.5 TYPICAL DECK JOIST SPANS

JOIST SPAN JOISTS WITH FLUSH BEAM

2015 INTERNATIONAL RESIDENTIAL CODE®

153

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

R507.6 Deck Beams. Maximum allowable spans for wood deck beams, as shown in Figure R507.6, shall be in accordance with Table R507.6. Beam plies shall be fastened with two rows of 10d (3-inch 0.128-inch) nails minimum at 16 inches (406 mm) on center along each edge. Beams shall be permitted to cantilever at each end up to one-fourth of the actual beam span. Splices of multispan beams shall be located at interior post locations.

R507.7 Deck joist and deck beam bearing. The ends of each joist and beam shall have not less than 11/2 inches (38 mm) of bearing on wood or metal and not less than 3 inches
(76 mm) on concrete or masonry for the entire width of the beam. Joist framing into the side of a ledger board or beam
shall be supported by approved joist hangers. Joists bearing on a beam shall be connected to the beam to resist lateral dis-
placement.

TABLE R507.6 DECK BEAM SPAN LENGTHSa, b (ft. - in.)

SPECIESc
Southern pine

SIZEd
2 2 6 2 2 8 2 2 10 2 2 12 3 2 6

DECK JOIST SPAN LESS THAN OR EQUAL TO: (feet)

6-11

5-11

5-4

4-10

4-6

4-3

4-0

8-9

7-7

6-9

6-2

5-9

5-4

5-0

10-4

9-0

8-0

7-4

6-9

6-4

6-0

12-2

10-7

9-5

8-7

8-0

7-6

7-0

8-2

7-5

6-8

6-1

5-8

5-3

5-0

3 2 8

10-10

9-6

8-6

7-9

7-2

6-8

6-4

3 2 10

13-0

11-3

10-0

9-2

8-6

7-11

7-6

3 2 12

15-3

13-3

11-10

10-9

10-0

9-4

8-10

3 6 or 2 2 x 6

5-5

4-8

4-2

3-10

3-6

3-1

2-9

3 8 or 2 2 8 6-10

5-11

5-4

4-10

4-6

4-1

3-8

3 10 or 2 2 10 8-4

7-3

6-6

5-11

5-6

5-1

4-8

Douglas fir-larche, hem-fire, spruce-pine-fire,
redwood,
western cedars, ponderosa pinef, red pinef

3 12 or 2 2 12 9-8

8-5

7-6

6-10

6-4

5-11

5-7

4 6

6-5

5-6

4-11

4-6

4-2

3-11

3-8

4 8

8-5

7-3

6-6

5-11

5-6

5-2

4-10

4 10

9-11

8-7

7-8

7-0

6-6

6-1

5-8

4 12

11-5

9-11

8-10

8-1

7-6

7-0

6-7

3 2 6

7-4

6-8

6-0

5-6

5-1

4-9

4-6

3 2 8

9-8

8-6

7-7

6-11

6-5

6-0

5-8

3 2 10

12-0

10-5

9-4

8-6

7-10

7-4

6-11

3 2 12

13-11

12-1

10-9

9-10

9-1

8-6

8-1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound = 0.454 kg. a. Ground snow load, live load = 40 psf, dead load = 10 psf, L/ = 360 at main span, L/ = 180 at cantilever with a 220-pound point load applied at the end. b. Beams supporting deck joists from one side only. c. No. 2 grade, wet service factor. d. Beam depth shall be greater than or equal to depth of joists with a flush beam condition. e. Includes incising factor. f. Northern species. Incising factor not included.

JOISTS

OPTIONAL CANTILEVER
154

BEAM POST
BEAM SPAN
DROPPED BEAM

OPTIONAL CANTILEVER

POST

BEAM SPAN
FLUSH BEAM

BEAM
OPTIONAL CANTILEVER

FIGURE R507.6 TYPICAL DECK BEAM SPANS
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FLOORS

R507.7.1 Deck post to deck beam. Deck beams shall be attached to deck posts in accordance with Figure R507.7.1 or by other equivalent means capable to resist lateral displacement. Manufactured post-to-beam connectors shall be sized for the post and beam sizes. All bolts shall have washers under the head and nut.

Exception: Where deck beams bear directly on footings in accordance with Section R507.8.1.
R507.8 Deck posts. For single-level wood-framed decks with beams sized in accordance with Table R507.6, deck post size shall be in accordance with Table R507.8.

TABLE R507.8 DECK POST HEIGHTa

DECK POST SIZE

MAXIMUM HEIGHTa

4 4

4 6

6 6

14'

For SI: 1 foot = 304.8 mm. a. Measured to the underside of the beam.

R507.8.1 Deck post to deck footing. Posts shall bear on footings in accordance with Section R403 and Figure R507.8.1. Posts shall be restrained to prevent lateral displacement at the bottom support. Such lateral restraint shall be provided by manufactured connectors installed in accordance with Section R507 and the manufacturers' instructions or a minimum post embedment of 12 inches (305 mm) in surrounding soils or concrete piers.

BEAM

2½ MIN.

APPROVED POST CAP

BEAM

(2) ½ DIAMETER THROUGH-BOLTS WITH WASHERS

DECK POST

5½ MIN.

NOTCH POST

DECK POST

For SI: 1 inch = 25.4 mm.

NOTCHED POST

FIGURE R507.7.1 DECK BEAM TO DECK POST

GRADE

CONCRETE STEM

TYPICAL DECK POST
TYPICAL FOOTING

POST CAP

DEPTH PER R403.1.4

FIGURE R507.8.1 TYPICAL DECK POSTS TO DECK FOOTINGS

2015 INTERNATIONAL RESIDENTIAL CODE®

155

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

156

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

CHAPTER 6
WALL CONSTRUCTION

SECTION R601 GENERAL
R601.1 Application. The provisions of this chapter shall control the design and construction of walls and partitions for buildings.
R601.2 Requirements. Wall construction shall be capable of accommodating all loads imposed in accordance with Section R301 and of transmitting the resulting loads to the supporting structural elements.
R601.2.1 Compressible floor-covering materials. Compressible floor-covering materials that compress more than 1/32 inch (0.8 mm) when subjected to 50 pounds (23 kg) applied over 1 inch square (645 mm) of material and are greater than 1/8 inch (3.2 mm) in thickness in the uncompressed state shall not extend beneath walls, partitions or columns, which are fastened to the floor.
SECTION R602 WOOD WALL FRAMING
R602.1 General. Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.
R602.1.1 Sawn lumber. Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.
R602.1.2 End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section R602.1 shall be permitted to be used interchangeably with solid-sawn members of the same species and grade. Endjointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation "Heat Resistant Adhesive" or "HRA" included in its grade mark.
R602.1.3 Structural glued-laminated timbers. Gluedlaminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737.
R602.1.4 Structural log members. Structural log members shall comply with the provisions of ICC 400.
R602.1.5 Structural composite lumber. Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D 5456.
R602.1.6 Cross-laminated timber. Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.

R602.1.7 Engineered wood rim board. Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D 7672. Structural capacities shall be in accordance with either ANSI/APA PRR 410 or established in accordance with ASTM D 7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.
R602.1.8 Wood structural panels. Wood structural panel sheathing shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA O437 or CSA O325. Panels shall be identified for grade, bond classification, and performance category by a grade mark or certificate of inspection issued by an approved agency.
R602.1.9 Particleboard. Particleboard shall conform to ANSI A208.1. Particleboard shall be identified by the grade mark or certificate of inspection issued by an approved agency.
R602.1.10 Fiberboard. Fiberboard shall conform to ASTM C 208. Fiberboard sheathing, where used structurally, shall be identified by an approved agency as conforming to ASTM C 208.
R602.2 Grade. Studs shall be a minimum No. 3, standard or stud grade lumber.
Exception: Bearing studs not supporting floors and nonbearing studs shall be permitted to be utility grade lumber, provided the studs are spaced in accordance with Table R602.3(5).
R602.3 Design and construction. Exterior walls of woodframe construction shall be designed and constructed in accordance with the provisions of this chapter and Figures R602.3(1) and R602.3(2), or in accordance with AWC NDS. Components of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Wall sheathing shall be fastened directly to framing members and, where placed on the exterior side of an exterior wall, shall be capable of resisting the wind pressures listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3) and shall conform to the requirements of Table R602.3(3). Wall sheathing used only for exterior wall covering purposes shall comply with Section R703.
Studs shall be continuous from support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering practice.
Exception: Jack studs, trimmer studs and cripple studs at openings in walls that comply with Tables R602.7(1) and R602.7(2).

2015 INTERNATIONAL RESIDENTIAL CODE®

157

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.3(1) FASTENING SCHEDULE

ITEM

DESCRIPTION OF BUILDING ELEMENTS

NUMBER AND TYPE OF FASTENERa, b, c

SPACING AND LOCATION

1 Blocking between ceiling joists or rafters to top plate

Roof
4-8d box (21/2" × 0.113") or 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails

Toe nail

2 Ceiling joists to top plate

4-8d box (21/2" × 0.113"); or 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or
3-3" × 0.131" nails

Per joist, toe nail

Ceiling joist not attached to parallel rafter, laps over 3 partitions [see Sections R802.3.1, R802.3.2 and Table
R802.5.1(9)]

4-10d box (3" × 0.128"); or 3-16d common (31/2" × 0.162"); or 4-3" × 0.131" nails

Face nail

Ceiling joist attached to parallel rafter (heel joint) 4 [see Sections R802.3.1 and R802.3.2 and Table
R802.5.1(9)]

Table R802.5.1(9)

Face nail

Collar tie to rafter, face nail or 11/4" × 20 ga. ridge strap to rafter

4-10d box (3" × 0.128"); or 3-10d common (3" × 0.148"); or 4-3" × 0.131" nails

Face nail each rafter

6 Rafter or roof truss to plate

3-16d box nails (31/2" × 0.135"); or 3-10d common nails (3" × 0.148"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails

2 toe nails on one side and 1 toe nail
on opposite side of each rafter or trussi

Roof rafters to ridge, valley or hip rafters or roof rafter to minimum 2 ridge beam

4-16d (31/2" × 0.135"); or 3-10d common (31/2" × 0.148"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails
3-16d box 31/2" × 0.135"); or 2-16d common (31/2" × 0.162"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails

Toe nail End nail

8 Stud to stud (not at braced wall panels)

Wall
16d common (31/2" × 0.162") 10d box (3" × 0.128"); or 3" × 0.131" nails

24" o.c. face nail 16" o.c. face nail

Stud to stud and abutting studs at intersecting wall corners

16d box (31/2" × 0.135"); or 3" × 0.131" nails

(at braced wall panels)

16d common (31/2" × 0.162")

10 Built-up header (2 to 2 header with 1/2spacer)

16d common (31/2" × 0.162") 16d box (31/2" × 0.135")

11 Continuous header to stud

5-8d box (21/2" × 0.113"); or 4-8d common (21/2" × 0.131"); or 4-10d box (3" × 0.128")

12" o.c. face nail 16" o.c. face nail 16" o.c. each edge face nail 12" o.c. each edge face nail
Toe nail

12 Top plate to top plate

16d common (31/2" × 0.162")
10d box (3" × 0.128"); or 3" × 0.131" nails

16" o.c. face nail 12" o.c. face nail

8-16d common (31/2" × 0.162"); or

Double top plate splice for SDCs A-D2 with seismic braced 12-16d box (31/2" × 0.135"); or

wall line spacing < 25

12-10d box (3" × 0.128"); or

12-3" × 0.131" nails

Double top plate splice SDCs D0, D1, or D2; and braced wall line spacing 25

12-16d (31/2" × 0.135")

Face nail on each side of end joint (minimum 24" lap splice length each side of end joint)

(continued)

158

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ITEM

DESCRIPTION OF BUILDING ELEMENTS

Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels)

Bottom plate to joist, rim joist, band joist or blocking (at braced wall panel)

16 Top or bottom plate to stud

17 Top plates, laps at corners and intersections 18 1" brace to each stud and plate 19 1" × 6" sheathing to each bearing

20 1" × 8" and wider sheathing to each bearing

21 Joist to sill, top plate or girder

Rim joist, band joist or blocking to sill or top plate (roof applications also)

23 1" × 6" subfloor or less to each joist

TABLE R602.3(1)--continued FASTENING SCHEDULE
NUMBER AND TYPE OF FASTENERa, b, c
16d common (31/2" × 0.162")
16d box (31/2" × 0.135"); or 3" × 0.131" nails
3-16d box (31/2" × 0.135"); or 2-16d common (31/2" × 0.162"); or 4-3" × 0.131" nails
4-8d box (21/2" × 0.113"); or 3-16d box (31/2" × 0.135"); or 4-8d common (21/2" × 0.131"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails
3-16d box (31/2" × 0.135"); or 2-16d common (31/2" × 0.162"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails
3-10d box (3" × 0.128"); or 2-16d common (31/2" × 0.162"); or 3-3" × 0.131" nails
3-8d box (21/2" × 0.113"); or 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128"); or 2 staples 13/4"
3-8d box (21/2" × 0.113"); or 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128"); or 2 staples, 1" crown, 16 ga., 13/4" long
3-8d box (21/2" × 0.113"); or 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or 3 staples, 1" crown, 16 ga., 13/4" long
Wider than 1" × 8" 4-8d box (21/2" × 0.113"); or 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or 4 staples, 1" crown, 16 ga., 13/4" long
Floor
4-8d box (21/2" × 0.113"); or 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails
8d box (21/2" × 0.113")
8d common (21/2" × 0.131"); or 10d box (3" × 0.128"); or 3" × 0.131" nails
3-8d box (21/2" × 0.113"); or 2-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or 2 staples, 1" crown, 16 ga., 13/4" long
(continued)

WALL CONSTRUCTION
SPACING AND LOCATION
16" o.c. face nail 12" o.c. face nail 3 each 16" o.c. face nail 2 each 16" o.c. face nail 4 each 16" o.c. face nail
Toe nail
End nail Face nail Face nail
Face nail
Face nail
Toe nail 4" o.c. toe nail 6" o.c. toe nail
Face nail

2015 INTERNATIONAL RESIDENTIAL CODE®

159

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE 602.3(1) FASTENING SCHEDULE--continued

ITEM

DESCRIPTION OF BUILDING ELEMENTS

NUMBER AND TYPE OF FASTENERa, b, c

Floor

24 2" subfloor to joist or girder 25 2" planks (plank & beam--floor & roof) 26 Band or rim joist to joist

3-16d box (31/2" × 0.135"); or 2-16d common (31/2" × 0.162")
3-16d box (31/2" × 0.135"); or 2-16d common (31/2" × 0.162")
3-16d common (31/2" × 0.162") 4-10 box (3" × 0.128"), or 4-3" × 0.131" nails; or 4-3" × 14 ga. staples, 7/16" crown

20d common (4" × 0.192"); or

SPACING AND LOCATION
Blind and face nail At each bearing, face nail
End nail Nail each layer as follows: 32" o.c. at top and bottom and staggered.

Built-up girders and beams, 2-inch lumber layers

28 Ledger strip supporting joists or rafters

10d box (3" × 0.128"); or 3" × 0.131" nails
And: 2-20d common (4" × 0.192"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails
4-16d box (31/2" × 0.135"); or 3-16d common (31/2" × 0.162"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails

24" o.c. face nail at top and bottom staggered on opposite sides Face nail at ends and at each splice
At each joist or rafter, face nail

29 Bridging to joist

2-10d (3" × 0.128")

Each end, toe nail

ITEM

DESCRIPTION OF BUILDING ELEMENTS

NUMBER AND TYPE OF FASTENERa, b, c

SPACING OF FASTENERS

Edges (inches)h

Intermediate supportsc, e
(inches)

Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]

30 3/8" 1/2" 31 19/32" 1"

6d common (2" × 0.113") nail (subfloor, wall)i 8d common (21/2" × 0.131") nail (roof)

12f

8d common nail (21/2" × 0.131")

12f

32 11/8" 11/4"

10d common (3" × 0.148") nail; or 8d (21/2" × 0.131") deformed nail
Other wall sheathingg

1/2" structural cellulosic fiberboard sheathing

11/2" galvanized roofing nail, 7/16" head diameter, or 1" crown staple 16 ga., 11/4" long

25/32" structural cellulosic fiberboard sheathing

13/4" galvanized roofing nail, 7/16" head diameter, or 1" crown staple 16 ga., 11/4" long

35 1/2" gypsum sheathingd

11/2" galvanized roofing nail; staple galvanized, 11/2" long; 11/4" screws, Type W or S

36 5/8" gypsum sheathingd

13/4" galvanized roofing nail; staple galvanized, 15/8" long; 15/8" screws, Type W or S

Wood structural panels, combination subfloor underlayment to framing

37 3/4" and less 38 7/8" 1" 39 11/8" 11/4"

6d deformed (2" × 0.120") nail; or 8d common (21/2" × 0.131") nail
8d common (21/2" × 0.131") nail; or 8d deformed (21/2" × 0.120") nail
10d common (3" × 0.148" ) nail; or 8d deformed (21/2" × 0.120") nail

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa.

(continued)

160

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION
TABLE R602.3(1)--continued FASTENING SCHEDULE
a. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.
b. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width. c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. d. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically. e. Spacing of fasteners not included in this table shall be based on Table R602.3(2). f. Where the ultimate design wind speed is 130 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6
inches on center. Where the ultimate design wind speed is greater than 130 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48-inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing. g. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208. h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking. i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.

R602.3.1 Stud size, height and spacing. The size, height and spacing of studs shall be in accordance with Table R602.3.(5).
Exceptions:
1. Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for interior nonload-bearing walls.
2. Where snow loads are less than or equal to 25 pounds per square foot (1.2 kPa), and the ultimate design wind speed is less than or equal to 130 mph (58.1 m/s), 2-inch by 6-inch (38 mm by 14 mm) studs supporting a roof load with not more than 6 feet (1829 mm) of tributary length shall have a maximum height of 18 feet (5486 mm) where spaced at 16 inches (406 mm) on center, or 20 feet (6096 mm) where spaced at 12 inches (304.8 mm) on center. Studs shall be minimum No. 2 grade lumber.
R602.3.2 Top plate. Wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing partitions. End joints in top plates shall be offset not less than 24 inches (610 mm). Joints in plates need not occur over studs. Plates shall be not less than 2-inches (51 mm) nominal thickness and have a width not less than the width of the studs.

Exception: A single top plate used as an alternative to a double top plate shall comply with the following:
1. The single top plate shall be tied at corners, intersecting walls, and at in-line splices in straight wall lines in accordance with Table R602.3.2.
2. The rafters or joists shall be centered over the studs with a tolerance of not more than 1 inch (25 mm).
3. Omission of the top plate is permitted over headers where the headers are adequately tied to adjacent wall sections in accordance with Table R602.3.2.
R602.3.3 Bearing studs. Where joists, trusses or rafters are spaced more than 16 inches (406 mm) on center and the bearing studs below are spaced 24 inches (610 mm) on center, such members shall bear within 5 inches (127 mm) of the studs beneath.
Exceptions:
1. The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
2. A third top plate is installed.
3. Solid blocking equal in size to the studs is installed to reinforce the double top plate.
R602.3.4 Bottom (sole) plate. Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width not less than to the width of the studs.

TABLE R602.3.2 SINGLE TOP-PLATE SPLICE CONNECTION DETAILS

TOP-PLATE SPLICE LOCATION

CONDITION

Corners and intersecting walls

Splice plate size

Minimum nails each side of joint

Butt joints in straight walls

Splice plate size

Minimum nails each side of joint

Structures in SDC A-C; and in SDC
D0, D1 and D2 with braced wall line spacing less than 25 feet

3 6 0.036 galvanized steel plate
or equivalent

(6) 8d box (21/2 0.113) nails

3 12 0.036 galvanized steel plate
or equivalent

(12) 8d box (21/2 0.113) nails

Structures in SDC D0, D1 and D2, with 3 8 by 0.036 braced wall line spacing greater than galvanized steel plate

or equal to 25 feet

or equivalent

(9) 8d box (21/2 0.113) nails

3 16 0.036 galvanized steel plate
or equivalent

(18) 8d box (21/2 0.113) nails

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

2015 INTERNATIONAL RESIDENTIAL CODE®

161

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.3(2) ALTERNATE ATTACHMENTS TO TABLE R602.3(1)

NOMINAL MATERIAL THICKNESS (inches)

DESCRIPTIONa, b OF FASTENER AND LENGTH (inches)

SPACINGc OF FASTENERS

Edges (inches)

Intermediate supports (inches)

Wood structural panels subfloor, roofg and wall sheathing to framing and particleboard wall sheathing to framingf

Up to 1/2

Staple 15 ga. 13/4 0.097 - 0.099 Nail 21/4
Staple 16 ga. 13/4

0.113 Nail 2

19/32 and 5/8

Staple 15 and 16 ga. 2 0.097 - 0.099 Nail 21/4
Staple 14 ga. 2

23/32 and 3/4

Staple 15 ga. 13/4 0.097 - 0.099 Nail 21/4
Staple 16 ga. 2

1
NOMINAL MATERIAL THICKNESS (inches)

Staple 14 ga. 21/4 0.113 Nail 21/4 Staple 15 ga. 21/4 0.097 - 0.099 Nail 21/2
DESCRIPTIONa, b OF FASTENER AND LENGTH (inches)

SPACINGc OF FASTENERS

Edges (inches)

Body of paneld (inches)

Floor underlayment; plywood-hardboard-particleboardf-fiber-cementh

Fiber-cement

3d, corrosion-resistant, ring shank nails (finished flooring other than tile)

1/4

Staple 18 ga., 7/8 long, 1/4 crown (finished flooring other than tile)

11/4 long × .121 shank × .375 head diameter corrosion-resistant (galvanized or stainless steel) roofing nails (for tile finish)

6 8

11/4 long, No. 8 × .375 head diameter, ribbed wafer-head screws (for tile finish)

1/4 and 5/16 11/32, 3/8, 15/32, and 1/2 19/32, 5/8, 23/32 and 3/4
0.200

Plywood
11/4 ring or screw shank nail-minimum 121/2 ga. (0.099") shank diameter Staple 18 ga., 7/8, 3/16 crown width
11/4 ring or screw shank nail-minimum 121/2 ga. (0.099") shank diameter
11/2 ring or screw shank nail-minimum 121/2 ga. (0.099") shank diameter Staple 16 ga. 11/2
Hardboardf
11/2 long ring-grooved underlayment nail 4d cement-coated sinker nail
Staple 18 ga., 7/8 long (plastic coated)
Particleboard

1/4 3/8 1/2, 5/8

4d ring-grooved underlayment nail
Staple 18 ga., 7/8 long, 3/16 crown 6d ring-grooved underlayment nail Staple 16 ga., 11/8 long, 3/8 crown 6d ring-grooved underlayment nail Staple 16 ga., 15/8 long, 3/8 crown
(continued)

162

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION
TABLE R602.3(2) ALTERNATE ATTACHMENTS TO TABLE R602.3(1)--continued For SI: 1 inch = 25.4 mm. a. Nail is a general description and shall be permitted to be T-head, modified round head or round head. b. Staples shall have a minimum crown width of 7/16-inch on diameter except as noted. c. Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more than 12 inches on center at intermediate supports for floors. d. Fasteners shall be placed in a grid pattern throughout the body of the panel. e. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way. f. Hardboard underlayment shall conform to CPA/ANSI A135.4 g. Specified alternate attachments for roof sheathing shall be permitted where the ultimate design wind speed is less than 130 mph. Fasteners attaching wood structural panel roof sheathing to gable end wall framing shall be installed using the spacing listed for panel edges. h. Fiber-cement underlayment shall conform to ASTM C 1288 or ISO 8336, Category C.

TABLE R602.3(3) REQUIREMENTS FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURESa, b, c

MINIMUM NAIL

Size

Penetration (inches)

MINIMUM WOOD STRUCTURAL PANEL SPAN RATING

MINIMUM NOMINAL
PANEL THICKNESS
(inches)

MAXIMUM WALL STUD SPACING
(inches)

PANEL NAIL SPACING

ULTIMATE DESIGN
WIND SPEED Vult (mph)

Edges

Field

Wind exposure category

(inches o.c.) (inches o.c.)

6d Common (2.0" × 0.113")

1.5

24/0

3/8

140 115 110

8d Common (2.5" × 0.131")

1.75

24/16

7/16

16 24

170 140 135

140 115 110

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
a. Panel strength axis parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel strength axis perpendicular to supports.
b. Table is based on wind pressures acting toward and away from building surfaces in accordance with Section R301.2. Lateral bracing requirements shall be in accordance with Section R602.10.
c. Wood structural panels with span ratings of Wall-16 or Wall-24 shall be permitted as an alternate to panels with a 24/0 span rating. Plywood siding rated 16 o.c. or 24 o.c. shall be permitted as an alternate to panels with a 24/16 span rating. Wall-16 and Plywood siding 16 o.c. shall be used with studs spaced not more than 16 inches on center.

TABLE R602.3(4) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHINGa

THICKNESS (inch)
3/8 1/2

GRADE
M-1 Exterior glue M-2 Exterior glue

STUD SPACING (inches)

When siding is nailed to studs

When siding is nailed to sheathing

For SI: 1 inch = 25.4 mm.
a. Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panel shall be offset so that four panel corners will not meet. All panel edges must be supported. Leave a 1/16-inch gap between panels and nail not less than 3/8 inch from panel edges.

2015 INTERNATIONAL RESIDENTIAL CODE®

163

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.3(5) SIZE, HEIGHT AND SPACING OF WOOD STUDSa

BEARING WALLS

STUD SIZE (inches)

Laterally unsupported stud heighta
(feet)

Maximum spacing when supporting a roof-ceiling assembly or a habitable attic
assembly, only (inches)

Maximum spacing when supporting one
floor, plus a roofceiling assembly or a
habitable attic assembly (inches)

Maximum spacing when supporting two
floors, plus a roofceiling assembly or a
habitable attic assembly (inches)

Maximum spacing when supporting one floor heighta
(inches)

NONBEARING WALLS

Laterally unsupported stud heighta
(feet)

Maximum spacing (inches)

2 × 3b

2 × 4

24c

16c

3 × 4

2 × 5

2 × 6

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than
one side or bridging shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice. b. Shall not be used in exterior walls. c. A habitable attic assembly supported by 2 × 4 studs is limited to a roof span of 32 feet. Where the roof span exceeds 32 feet, the wall studs shall be increased to 2 × 6 or the studs shall be designed in accordance with accepted engineering practice.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING

164

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SINGLE OR DOUBLE TOP PLATE

CUT PLATE TIED WITH 16 GAGE STEEL STRAP. SEE SECTION R602.6.1

FIREBLOCK AROUND PIPE
WALL STUDS SEE SECTION R602.3

JACK STUDS OR TRIMMERS

STAGGER JOINTS 24 IN. OR USE SPLICE PLATES SEE SECTION R602.3.2
FULL-HEIGHT STUDS ADJACENT TO HEADER SEE SECTION R602.7.5
HEADER-- SEE TABLES R602.7(1) AND R602.7(2)

BOTTOM PLATE
SUBFLOOR
SILL PLATE
1 IN. BY 4 IN. DIAGONAL BRACE LET INTO STUDS

SOLID BLOCKING FLOOR JOISTS

ANCHOR BOLTS EMBEDDED IN FOUNDATION 6 FT. O.C. MAX.

FOUNDATION CRIPPLE WALL-- SEE SECTION R602.9
FOUNDATION WALL STUDS

CORNER AND PARTITION POSTS

APPLY APPROVED SHEATHING OR BRACE EXTERIOR WALLS WITH 1 IN. BY 4 IN. BRACES LET INTO STUDS AND PLATES AND EXTENDING FROM BOTTOM PLATE TO TOP PLATE, OR OTHER APPROVED METAL STRAP DEVICES INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS. SEE SECTION R602.10.

NOTE: A THIRD STUD AND/OR PARTITION INTERSECTION BACKING STUDS SHALL BE PERMITTED TO BE OMITTED THROUGH THE USE OF WOOD BACKUP CLEATS, METAL DRYWALL CLIPS OR OTHER APPROVED DEVICES THAT WILL SERVE AS ADEQUATE BACKING FOR THE FACING MATERIALS.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE R602.3(2) FRAMING DETAILS

2015 INTERNATIONAL RESIDENTIAL CODE®

165

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R602.3.5 Braced wall panel uplift load path. Braced wall panels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following:
1. Fastening in accordance with Table R602.3(1) where:
1.1. The ultimate design wind speed does not exceed 115 mph (51 m/s), the wind exposure category is B, the roof pitch is 5:12 or greater, and the roof span is 32 feet (9754 mm) or less.
1.2. The net uplift value at the top of a wall does not exceed 100 plf (146 N/mm). The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.
2. Where the net uplift value at the top of a wall exceeds 100 plf (146 N/mm), installing approved uplift framing connectors to provide a continuous load path from the top of the wall to the foundation or to a point where the uplift force is 100 plf (146 N/ mm) or less. The net uplift value shall be as determined in Item 1.2.
3. Wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering practice.
R602.4 Interior load-bearing walls. Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.
R602.5 Interior nonbearing walls. Interior nonbearing walls shall be permitted to be constructed with 2-inch by 3inch (51 mm by 76 mm) studs spaced 24 inches (610 mm) on center or, where not part of a braced wall line, 2-inch by 4inch (51 mm by 102 mm) flat studs spaced at 16 inches (406 mm) on center. Interior nonbearing walls shall be capped with not less than a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section R602.8.
R602.6 Drilling and notching of studs. Drilling and notching of studs shall be in accordance with the following:
1. Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width.
2. Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60

percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2).
Exception: Use of approved stud shoes is permitted where they are installed in accordance with the manufacturer's recommendations.
R602.6.1 Drilling and notching of top plate. When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie not less than 0.054 inch thick (1.37 mm) (16 ga) and 11/2 inches (38 mm) wide shall be fastened across and to the plate at each side of the opening with not less than eight 10d (0.148 inch diameter) nails having a minimum length of 11/2 inches (38 mm) at each side or equivalent. The metal tie must extend a minimum of 6 inches past the opening. See Figure R602.6.1.
Exception: When the entire side of the wall with the notch or cut is covered by wood structural panel sheathing.
R602.7 Headers. For header spans, see Tables R602.7(1), R602.7(2) and R602.7(3).
R602.7.1 Single member headers. Single headers shall be framed with a single flat 2-inch-nominal (51 mm) member or wall plate not less in width than the wall studs on the top and bottom of the header in accordance with Figures R602.7.1(1) and R602.7.1(2) and face nailed to the top and bottom of the header with 10d box nails (3 inches × 0.128 inches) spaced 12 inches on center.
R602.7.2 Rim board headers. Rim board header size, material and span shall be in accordance with Table R602.7(1). Rim board headers shall be constructed in accordance with Figure R602.7.2 and shall be supported at each end by full-height studs. The number of full-height studs at each end shall be not less than the number of studs displaced by half of the header span based on the maximum stud spacing in accordance with Table R602.3(5). Rim board headers supporting concentrated loads shall be designed in accordance with accepted engineering practice.
R602.7.3 Wood structural panel box headers. Wood structural panel box headers shall be constructed in accordance with Figure R602.7.3 and Table R602.7.3.
R602.7.4 Nonbearing walls. Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch by 4-inch (51 mm by 102 mm) member shall be permitted to be used as a header in interior or exterior nonbearing walls for openings up to 8 feet (2438 mm) in width if the vertical distance to the parallel nailing surface above is not more than 24 inches (610 mm). For such nonbearing headers, cripples or blocking are not required above the header.

166

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm. Note: Condition for exterior and bearing walls.
FIGURE R602.6(1) NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS

2015 INTERNATIONAL RESIDENTIAL CODE®

167

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm.

FIGURE R602.6(2) NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS

For SI: 1 inch = 25.4 mm. 168

FIGURE R602.6.1 TOP PLATE FRAMING TO ACCOMMODATE PIPING
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.7(1) GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)

GROUND SNOW LOAD (psf)e

GIRDERS AND

HEADERS

SIZE

Building widthc (feet)

SUPPORTING

Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd

1-2 × 8 4-6 1 3-10 1 3-5 1 3-9 1 3-2 1 2-10 2 -- -- -- -- -- --

1-2 × 10 5-8 1 4-11 1 4-4 1 4-9 1 4-1 1 3-7 2 -- -- -- -- -- --

1-2 × 12 6-11 1 5-11 2 5-3 2 5-9 2 4-8 2 3-8 2 -- -- -- -- -- --

2-2 × 4 3-6 1 3-2 1 2-10 1 3-2 1 2-9 1 2-6 1 2-10 1 2-6 1 2-3 1

2-2 × 6 5-5 1 4-8 1 4-2 1 4-8 1 4-1 1 3-8 2 4-2 1 3-8 2 3-3 2

2-2 × 8 6-10 1 5-11 2 5-4 2 5-11 2 5-2 2 4-7 2 5-4 2 4-7 2 4-1 2

2-2 × 10 8-5 2 7-3 2 6-6 2 7-3 2 6-3 2 5-7 2 6-6 2 5-7 2 5-0 2 Roof and ceiling
2-2 × 12 9-9 2 8-5 2 7-6 2 8-5 2 7-3 2 6-6 2 7-6 2 6-6 2 5-10 3

3-2 × 8 8-4 1 7-5 1 6-8 1 7-5 1 6-5 2 5-9 2 6-8 1 5-9 2 5-2 2

3-2 × 10 10-6 1 9-1 2 8-2 2 9-1 2 7-10 2 7-0 2 8-2 2 7-0 2 6-4 2

3-2 × 12 12-2 2 10-7 2 9-5 2 10-7 2 9-2 2 8-2 2 9-5 2 8-2 2 7-4 2

4-2 × 8 9-2 1 8-4 1 7-8 1 8-4 1 7-5 1 6-8 1 7-8 1 6-8 1 5-11 2

4-2 × 10 11-8 1 10-6 1 9-5 2 10-6 1 9-1 2 8-2 2 9-5 2 8-2 2 7-3 2

4-2 × 12 14-1 1 12-2 2 10-11 2 12-2 2 10-7 2 9-5 2 10-11 2 9-5 2 8-5 2

1-2 × 8 3-11 1 3-5 1 3-0 1 3-7 1 3-0 2 2-8 2 -- -- -- -- -- --

1-2 × 10 5-0 2 4-4 2 3-10 2 4-6 2 3-11 2 3-4 2 -- -- -- -- -- --

1-2 × 12 5-10 2 4-9 2 4-2 2 5-5 2 4-2 2 3-4 2 -- -- -- -- -- --

2-2 × 4 3-1 1 2-9 1 2-5 1 2-9 1 2-5 1 2-2 1 2-7 1 2-3 1 2-0 1

2-2 × 6 4-6 1 4-0 1 3-7 2 4-1 1 3-7 2 3-3 2 3-9 2 3-3 2 2-11 2

2-2 × 8 5-9 2 5-0 2 4-6 2 5-2 2 4-6 2 4-1 2 4-9 2 4-2 2 3-9 2 Roof, ceiling 2-2 × 10 7-0 2 6-2 2 5-6 2 6-4 2 5-6 2 5-0 2 5-9 2 5-1 2 4-7 3 and one centerbearing floor 2-2 × 12 8-1 2 7-1 2 6-5 2 7-4 2 6-5 2 5-9 3 6-8 2 5-10 3 5-3 3
3-2 × 8 7-2 1 6-3 2 5-8 2 6-5 2 5-8 2 5-1 2 5-11 2 5-2 2 4-8 2

3-2 × 10 8-9 2 7-8 2 6-11 2 7-11 2 6-11 2 6-3 2 7-3 2 6-4 2 5-8 2

3-2 × 12 10-2 2 8-11 2 8-0 2 9-2 2 8-0 2 7-3 2 8-5 2 7-4 2 6-7 2

4-2 × 8 8-1 1 7-3 1 6-7 1 7-5 1 6-6 1 5-11 2 6-10 1 6-0 2 5-5 2

4-2 × 10 10-1 1 8-10 2 8-0 2 9-1 2 8-0 2 7-2 2 8-4 2 7-4 2 6-7 2

4-2 × 12 11-9 2 10-3 2 9-3 2 10-7 2 9-3 2 8-4 2 9-8 2 8-6 2 7-7 2

1-2 × 8 3-6 1 3-0 1 2-8 1 3-5 1 2-11 1 2-7 2 -- -- -- -- -- --

1-2 × 10 4-6 1 3-10 1 3-3 1 4-4 1 3-9 1 3-1 2 -- -- -- -- -- --

1-2 × 12 5-6 1 4-2 2 3-3 2 5-4 2 3-11 2 3-1 2 -- -- -- -- -- --

2-2 × 4 2-8 1 2-4 1 2-1 1 2-7 1 2-3 1 2-0 1 2-5 1 2-1 1 1-10 1

2-2 × 6 3-11 1 3-5 2 3-0 2 3-10 2 3-4 2 3-0 2 3-6 2 3-1 2 2-9 2

2-2 × 8 5-0 2 4-4 2 3-10 2 4-10 2 4-2 2 3-9 2 4-6 2 3-11 2 3-6 2

Roof, ceiling 2-2 × 10 6-1 2 5-3 2 4-8 2 5-11 2 5-1 2 4-7 3 5-6 2 4-9 2 4-3 3

and one clear

span floor

2-2 × 12 7-1 2 6-1 3 5-5 3 6-10 2 5-11 3 5-4 3 6-4 2 5-6 3 5-0 3

3-2 × 8 6-3 2 5-5 2 4-10 2 6-1 2 5-3 2 4-8 2 5-7 2 4-11 2 4-5 2

3-2 × 10 7-7 2 6-7 2 5-11 2 7-5 2 6-5 2 5-9 2 6-10 2 6-0 2 5-4 2

3-2 × 12 8-10 2 7-8 2 6-10 2 8-7 2 7-5 2 6-8 2 7-11 2 6-11 2 6-3 2

4-2 × 8 7-2 1 6-3 2 5-7 2 7-0 1 6-1 2 5-5 2 6-6 1 5-8 2 5-1 2

4-2 × 10 8-9 2 7-7 2 6-10 2 8-7 2 7-5 2 6-7 2 7-11 2 6-11 2 6-2 2

4-2 × 12 10-2 2 8-10 2 7-11 2 9-11 2 8-7 2 7-8 2 9-2 2 8-0 2 7-2 2

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

169

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.7(1)--continued GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)

GROUND SNOW LOAD (psf)e

GIRDERS AND

HEADERS

SIZE

Building widthc (feet)

SUPPORTING

Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd

2-2 × 4 2-7 1 2-3 1 2-0 1 2-6 1 2-2 1 1-11 1 2-4 1 2-0 1 1-9 1

2-2 × 6 3-9 2 3-3 2 2-11 2 3-8 2 3-2 2 2-10 2 3-5 2 3-0 2 2-8 2

2-2 × 8 4-9 2 4-2 2 3-9 2 4-7 2 4-0 2 3-8 2 4-4 2 3-9 2 3-5 2

2-2 × 10 5-9 2 5-1 2 4-7 3 5-8 2 4-11 2 4-5 3 5-3 2 4-7 3 4-2 3

Roof, ceiling 2-2 × 12 6-8 2 5-10 3 5-3 3 6-6 2 5-9 3 5-2 3 6-1 3 5-4 3 4-10 3 and two center- 3-2 × 8 5-11 2 5-2 2 4-8 2 5-9 2 5-1 2 4-7 2 5-5 2 4-9 2 4-3 2 bearing floors 3-2 × 10 7-3 2 6-4 2 5-8 2 7-1 2 6-2 2 5-7 2 6-7 2 5-9 2 5-3 2

3-2 × 12 8-5 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 3 7-8 2 6-9 2 6-1 3

4-2 × 8 6-10 1 6-0 2 5-5 2 6-8 1 5-10 2 5-3 2 6-3 2 5-6 2 4-11 2

4-2 × 10 8-4 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 2 7-7 2 6-8 2 6-0 2

4-2 × 12 9-8 2 8-6 2 7-8 2 9-5 2 8-3 2 7-5 2 8-10 2 7-9 2 7-0 2

2-2 × 4 2-1 1 1-8 1 1-6 2 2-0 1 1-8 1 1-5 2 2-0 1 1-8 1 1-5 2

2-2 × 6 3-1 2 2-8 2 2-4 2 3-0 2 2-7 2 2-3 2 2-11 2 2-7 2 2-3 2

2-2 × 8 3-10 2 3-4 2 3-0 3 3-10 2 3-4 2 2-11 3 3-9 2 3-3 2 2-11 3

2-2 × 10 4-9 2 4-1 3 3-8 3 4-8 2 4-0 3 3-7 3 4-7 3 4-0 3 3-6 3

Roof, ceiling, 2-2 × 12 5-6 3 4-9 3 4-3 3 5-5 3 4-8 3 4-2 3 5-4 3 4-7 3 4-1 4

and two clear- 3-2 × 8 4-10 2 4-2 2 3-9 2 4-9 2 4-1 2 3-8 2 4-8 2 4-1 2 3-8 2

span floors

3-2 × 10 5-11 2

5-1

4-7 3 5-10 2

5-0

4-6 3

5-9

2 4-11 2

4-5

3-2 × 12 6-10 2 5-11 3 5-4 3 6-9 2 5-10 3 5-3 3 6-8 2 5-9 3 5-2 3

4-2 × 8 5-7 2 4-10 2 4-4 2 5-6 2 4-9 2 4-3 2 5-5 2 4-8 2 4-2 2

4-2 × 10 6-10 2 5-11 2 5-3 2 6-9 2 5-10 2 5-2 2 6-7 2 5-9 2 5-1 2

4-2 × 12 7-11 2 6-10 2 6-2 3 7-9 2 6-9 2 6-0 3 7-8 2 6-8 2 5-11 3

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa. a. Spans are given in feet and inches. b. Tabulated values assume #2 grade lumber. c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. d. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an
approved framing anchor attached to the full-height wall stud and to the header. e. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.

170

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.7(2) GIRDER SPANSa AND HEADER SPANSa FOR INTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)

HEADERS AND GIRDERS
SUPPORTING

SIZE

Span

NJd

BUILDING Widthc (feet)

Span

NJd

Span

NJd

2-2 × 4

3-1

2-8

2-5

2-2 × 6

4-6

3-11

3-6

2-2 × 8

5-9

5-0

4-5

2-2 × 10

7-0

6-1

5-5

2-2 × 12

8-1

7-0

6-3

One floor only

3-2 × 8

7-2

6-3

5-7

3-2 × 10

8-9

7-7

6-9

3-2 × 12

10-2

8-10

7-10

4-2 × 8

9-0

7-8

6-9

4-2 × 10

10-1

8-9

7-10

4-2 × 12

11-9

10-2

9-1

2-2 × 4

2-2

1-10

1-7

2-2 × 6

3-2

2-9

2-5

2-2 × 8

4-1

3-6

3-2

2-2 × 10

4-11

4-3

3-10

2-2 × 12

5-9

5-0

4-5

Two floors

3-2 × 8

5-1

4-5

3-11

3-2 × 10

6-2

5-4

4-10

3-2 × 12

7-2

6-3

5-7

4-2 × 8

6-1

5-3

4-8

4-2 × 10

7-2

6-2

5-6

4-2 × 12

8-4

7-2

6-5

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Spans are given in feet and inches. b. Tabulated values assume #2 grade lumber. c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. d. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an
approved framing anchor attached to the full-height wall stud and to the header.

SIZE
2-2 × 6

TABLE R602.7(3) GIRDER AND HEADER SPANSa FOR OPEN PORCHES (Maximum span for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb)
SUPPORTING ROOF

GROUND SNOW LOAD (psf)

DEPTH OF PORCHc (feet)

7-6

5-8

6-2

4-8

5-4

4-0

SUPPORTING FLOOR

6-4

4-9

2-2 × 8

10-1

7-7

8-3

6-2

7-1

5-4

8-5

6-4

2-2 × 10

12-4

9-4

10-1

7-7

8-9

6-7

10-4

7-9

2-2 × 12

14-4

10-10

11-8

8-10

10-1

7-8

11-11

9-0

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Spans are given in feet and inches. b. Tabulated values assume #2 grade lumber, wet service and incising for refractory species. Use 30 psf ground snow load for cases in which ground snow load
is less than 30 psf and the roof live load is equal to or less than 20 psf. c. Porch depth is measured horizontally from building face to centerline of the header. For depths between those shown, spans are permitted to be interpolated.

2015 INTERNATIONAL RESIDENTIAL CODE®

171

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TOP PLATE
CRIPPLE PLATE TO HEADER CONNECTION IN ACCORDANCE WITH SECTION R602.7.1
JACK STUD
FIGURE R602.7.1(1) SINGLE MEMBER HEADER IN EXTERIOR BEARING WALL

TOP PLATE
PLATE TO HEADER CONNECTION IN ACCORDANCE WITH SECTION R602.7.1
JACK STUD
FIGURE R602.7.1(2) ALTERNATIVE SINGLE MEMBER HEADER WITHOUT CRIPPLE

RIM BOARD HEADER SPLICES ARE NOT PERMITTED OVER THE HEADER SPAN
SINGLE-PLY OR TWO-PLY RIM BOARD HEADER AS REQUIRED
JOIST HANGER REQUIRED WHERE BEARING DISTANCE IS < 1½ INCHES
RIM BOARD HEADER END OR SPLICE 6 INCHES PAST OUTER
FULL-HEIGHT STUD

FLOOR JOIST

CRIPPLES

ONE OR MORE FULL-HEIGHT STUDS IN ACCORDANCE WITH SECTION R602.7.2

HEADER SPAN

For SI: 25.4 mm = 1 inch. 172

FIGURE R602.7.2 RIM BOARD HEADER CONSTRUCTION
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.7.3 MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERSa

HEADER CONSTRUCTIONb

HEADER DEPTH (inches)

HOUSE DEPTH (feet)

Wood structural panelone side

9 15

4 5

3 4

Wood structural panelboth sides

9 15

7 8

5 8

5 7

4 7

3 6

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Spans are based on single story with clear-span trussed roof or two story with floor and roof supported by interior-bearing walls. b. See Figure R602.7.3 for construction details.

STRENGTH AXIS

CRIPPLEc TOP PLATEa

BOTTOM PLATEa HEADER DEPTH

JACK STUDSb

STRENGTH AXIS

HEADER SPAN

WOOD STRUCTURAL PANELc, d
INSULATION AS REQUIRED

9 IN. OR 15 IN.

SECTION
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. NOTES: a. The top and bottom plates shall be continuous at header location. b. Jack studs shall be used for spans over 4 feet. c. Cripple spacing shall be the same as for studs. d. Wood structural panel faces shall be single pieces of 15/32-inch-thick Exposure 1 (exterior glue) or thicker, installed on the interior or exterior or both sides of
the header. e. Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate
nails 1/2 inch. Galvanized nails shall be hot-dipped or tumbled.
FIGURE R602.7.3 TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION

2015 INTERNATIONAL RESIDENTIAL CODE®

173

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R602.7.5 Supports for headers. Headers shall be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.7(2). The full-height stud adjacent to each end of the header shall be end nailed to each end of the header with four-16d nails (3.5 inches × 0.135 inches). The minimum number of full-height studs at each end of a header shall be in accordance with Table R602.7.5.

TABLE R602.7.5 MINIMUM NUMBER OF FULL HEIGHT STUDS AT EACH END OF HEADERS IN EXTERIOR WALLS

HEADER SPAN (feet)

MAXIMUM STUD SPACING (inches) [per Table R602.3(5)]

R602.8 Fireblocking required. Fireblocking shall be provided in accordance with Section R302.11.
R602.9 Cripple walls. Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story.
Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking.

Cripple walls shall be supported on continuous foundations.
R602.10 Wall bracing. Buildings shall be braced in accordance with this section or, when applicable, Section R602.12. Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with Section R301.1.
R602.10.1 Braced wall lines. For the purpose of determining the amount and location of bracing required in each story level of a building, braced wall lines shall be designated as straight lines in the building plan placed in accordance with this section.
R602.10.1.1 Length of a braced wall line. The length of a braced wall line shall be the distance between its ends. The end of a braced wall line shall be the intersection with a perpendicular braced wall line, an angled braced wall line as permitted in Section R602.10.1.4 or an exterior wall as shown in Figure R602.10.1.1.
R602.10.1.2 Offsets along a braced wall line. Exterior walls parallel to a braced wall line shall be offset not more than 4 feet (1219 mm) from the designated braced wall line location as shown in Figure R602.10.1.1. Interior walls used as bracing shall be offset not more than 4 feet (1219 mm) from a braced wall line through the interior of the building as shown in Figure R602.10.1.1.
R602.10.1.3 Spacing of braced wall lines. The spacing between parallel braced wall lines shall be in accordance with Table R602.10.1.3. Intermediate braced wall lines through the interior of the building shall be permitted.

For SI: 1 foot = 304.8 mm. 174

FIGURE R602.10.1.1 BRACED WALL LINES
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R602.10.1.4 Angled walls. Any portion of a wall along a braced wall line shall be permitted to angle out of plane for a maximum diagonal length of 8 feet (2438 mm). Where the angled wall occurs at a corner, the length of the braced wall line shall be measured from the projected corner as shown in Figure R602.10.1.4. Where the diagonal length is greater than 8 feet (2438 mm), it shall be considered a separate braced wall line and shall be braced in accordance with Section R602.10.1.
R602.10.2 Braced wall panels. Braced wall panels shall be full-height sections of wall that shall not have vertical or horizontal offsets. Braced wall panels shall be constructed and placed along a braced wall line in accordance

with this section and the bracing methods specified in Section R602.10.4.
R602.10.2.1 Braced wall panel uplift load path. The bracing lengths in Table R602.10.3(1) apply only when uplift loads are resisted in accordance with Section R602.3.5.
R602.10.2.2 Locations of braced wall panels. A braced wall panel shall begin within 10 feet (3810 mm) from each end of a braced wall line as determined in Section R602.10.1.1. The distance between adjacent edges of braced wall panels along a braced wall line shall be not greater than 20 feet (6096 mm) as shown in Figure R602.10.2.2.

TABLE R602.10.1.3 BRACED WALL LINE SPACING

APPLICATION

CONDITION

BUILDING TYPE

BRACED WALL LINE SPACING CRITERIA

Maximum Spacing

Exception to Maximum Spacing

Wind bracing

Ultimate design wind speed 100 mph
to < 140 mph

Detached, townhouse

60 feet

None

SDC A C

Detached

Use wind bracing

SDC A B

Townhouse

Use wind bracing

Seismic bracing

SDC C SDC D0, D1, D2

Townhouse
Detached, townhouses, oneand two-story only

35 feet 25 feet

Up to 50 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4).
Up to 35 feet to allow for a single room not to exceed 900 square feet. Spacing of all other braced wall lines shall not exceed 25 feet.

SDC D0, D1, D2

Detached, townhouse

25 feet

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2, 1 mile per hour = 0.447 m/s.

Up to 35 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4).

For SI: 1 foot = 304.8 mm.

FIGURE R602.10.1.4 ANGLED WALLS

2015 INTERNATIONAL RESIDENTIAL CODE®

175

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

For SI: 1 foot = 304.8 mm.

FIGURE R602.10.2.2 LOCATION OF BRACED WALL PANELS

R602.10.2.2.1 Location of braced wall panels in

lines greater than 16 feet (4877 mm) shall have not less

Seismic Design Categories D0, D1 and D2. Braced wall panels shall be located at each end of a braced
wall line.

than two braced wall panels.
R602.10.3 Required length of bracing. The required length of bracing along each braced wall line shall be

Exception: Braced wall panels constructed of

determined as follows:

Method WSP or BV-WSP and continuous sheathing methods as specified in Section R602.10.4 shall be permitted to begin not more than 10 feet (3048 mm) from each end of a braced wall line provided each end complies with one of the following:
1. A minimum 24-inch-wide (610 mm) panel for Methods WSP, CS-WSP, CS-G and CS-PF is applied to each side of the building corner as shown in End Condition 4 of Figure R602.10.7.
2. The end of each braced wall panel closest to the end of the braced wall line shall have an 1,800 lb (8 kN) hold-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below as shown in

1. All buildings in Seismic Design Categories A and B shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
2. Detached buildings in Seismic Design Category C shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
3. Townhouses in Seismic Design Category C shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
4. All buildings in Seismic Design Categories D0, D1 and D2 shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.

End Condition 5 of Figure R602.10.7. R602.10.2.3 Minimum number of braced wall pan-

Only braced wall panels parallel to the braced wall line shall contribute toward the required length of bracing of

els. Braced wall lines with a length of 16 feet

that braced wall line. Braced wall panels along an angled

(4877 mm) or less shall have not less than two braced

wall meeting the minimum length requirements of Tables

wall panels of any length or one braced wall panel

R602.10.5 and R602.10.5.2 shall be permitted to contrib-

equal to 48 inches (1219 mm) or more. Braced wall

ute its projected length toward the minimum required

176

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

length of bracing for the braced wall line as shown in Figure R602.10.1.4. Any braced wall panel on an angled wall at the end of a braced wall line shall contribute its projected length for only one of the braced wall lines at the projected corner.
Exception: The length of wall bracing for dwellings in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer installed in accordance with Section R703.8 and exceeding the first-story height shall be in accordance with Section R602.10.6.5.
R602.10.4 Construction methods for braced wall panels. Intermittent and continuously sheathed braced wall panels shall be constructed in accordance with this section and the methods listed in Table R602.10.4.
R602.10.4.1 Mixing methods. Mixing of bracing methods shall be permitted as follows:
1. Mixing intermittent bracing and continuous sheathing methods from story to story shall be permitted.
2. Mixing intermittent bracing methods from braced wall line to braced wall line within a story shall be permitted. In regions within Seismic Design Categories A, B and C or where the ultimate design wind speed is less than or equal to 130 mph (58m/s), mixing of intermittent bracing and continuous sheathing methods from braced wall line to braced wall line within a story shall be permitted.
3. Mixing intermittent bracing methods along a braced wall line shall be permitted in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C, provided the length of required bracing in accordance with Table R602.10.3(1) or R602.10.3(3) is the highest value of all intermittent bracing methods used.
4. Mixing of continuous sheathing methods CSWSP, CS-G and CS-PF along a braced wall line shall be permitted. Intermittent methods ABW, PFH and PFG shall be permitted to be used along a braced wall line with continuous sheathed methods.
5. In Seismic Design Categories A and B, and for detached one- and two-family dwellings in Seismic Design Category C, mixing of intermittent bracing methods along the interior portion of a braced wall line with continuous sheathing methods CS-WSP, CS-G and CS-PF along the exterior portion of the same braced wall line shall be permitted. The length of required bracing shall be the highest value of all intermittent bracing methods used in accordance with Table R602.10.3(1) or R602.10.3(3) as adjusted by Tables R602.10.3(2) and R602.10.3(4), respectively. The requirements of Section R602.10.7 shall apply to each end of the continuously sheathed portion of the braced wall line.

R602.10.4.2 Continuous sheathing methods. Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side of a braced wall line including areas above and below openings and gable end walls and shall meet the requirements of Section R602.10.7.
R602.10.4.3 Braced wall panel interior finish material. Braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than 1/2 inch (12.7 mm) in thickness and be fastened with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum wall board. Spacing of fasteners at panel edges for gypsum wall board opposite Method LIB bracing shall not exceed 8 inches (203 mm). Interior finish material shall not be glued in Seismic Design Categories D0, D1 and D2.
Exceptions:
1. Interior finish material is not required opposite wall panels that are braced in accordance with Methods GB, BV-WSP, ABW, PFH, PFG and CS-PF, unless otherwise required by Section R302.6.
2. An approved interior finish material with an in-plane shear resistance equivalent to gypsum board shall be permitted to be substituted, unless otherwise required by Section R302.6.
3. Except for Method LIB, gypsum wall board is permitted to be omitted provided the required length of bracing in Tables R602.10.3(1) and R602.10.3(3) is multiplied by the appropriate adjustment factor in Tables R602.10.3(2) and R602.10.3(4), respectively, unless otherwise required by Section R302.6.
R602.10.5 Minimum length of a braced wall panel. The minimum length of a braced wall panel shall comply with Table R602.10.5. For Methods CS-WSP and CS-SFB, the minimum panel length shall be based on the adjacent clear opening height in accordance with Table R602.10.5 and Figure R602.10.5. Where a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length.
R602.10.5.1 Contributing length. For purposes of computing the required length of bracing in Tables R602.10.3(1) and R602.10.3(3), the contributing length of each braced wall panel shall be as specified in Table R602.10.5.
R602.10.5.2 Partial credit. For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B and C, panels between 36 inches and 48 inches (914 mm and 1219 mm)) in length shall be considered a braced wall panel and shall be permitted to partially contribute toward the required length of bracing in Tables R602.10.3(1) and R602.10.3(3), and the contributing length shall be determined from Table R602.10.5.2.

2015 INTERNATIONAL RESIDENTIAL CODE®

177

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

EXPOSURE CATEGORY B 30-FOOT MEAN ROOF HEIGHT 10-FOOT WALL HEIGHT 2 BRACED WALL LINES

Ultimate Design Wind
Speed
(mph)

Story Location

110

115

TABLE R602.10.3(1) BRACING REQUIREMENTS BASED ON WIND SPEED

MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa

Braced Wall Line Spacing
(feet)
10 20 30 40 50 60 10 20 30 40 50 60 10 20 30 40 50 60 10 20 30 40 50 60 10 20 30 40 50 60 10 20 30 40 50 60

Method LIBb
3.5 6.0 8.5 11.5 14.0 16.5 6.5 11.5 16.5 21.5 26.5 31.5 NP NP NP NP NP NP 3.5 6.5 9.5 12.5 15.0 18.0 7.0 12.5 18.0 23.5 29.0 34.5 NP NP NP NP NP NP
(continued)

Method GB
3.5 6.0 8.5 11.5 14.0 16.5 6.5 11.5 16.5 21.5 26.5 31.5 9.5 17.0 24.5 32.0 39.5 46.5 3.5 6.5 9.5 12.5 15.0 18.0 7.0 12.5 18.0 23.5 29.0 34.5 10.0 18.5 27.0 35.0 43.0 51.0

Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH,
PFC, CS-SFBc
2.0 3.5 5.0 6.5 8.0 9.5 3.5 6.5 9.5 12.5 15.5 18.0 5.5 10.0 14.0 18.5 22.5 26.5 2.0 3.5 5.5 7.0 9.0 10.5 4.0 7.5 10.5 13.5 16.5 20.0 6.0 11.0 15.5 20.0 24.5 29.0

Methods CS-WSP, CS-G,
CS-PF
1.5 3.0 4.5 5.5 7.0 8.0 3.0 5.5 8.0 10.5 13.0 15.5 4.5 8.5 12.0 15.5 19.0 23.0 2.0 3.5 4.5 6.0 7.5 9.0 3.5 6.5 9.0 11.5 14.0 17.0 5.0 9.0 13.0 17.0 21.0 25.0

178

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

EXPOSURE CATEGORY B 30-FOOT MEAN ROOF HEIGHT 10-FOOT WALL HEIGHT 2 BRACED WALL LINES

Ultimate Design Wind Speed
(mph)

Story Location

120

130

TABLE R602.10.3(1)--continued BRACING REQUIREMENTS BASED ON WIND SPEED

MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa

Braced Wall Line Spacing
(feet)
10 20 30 40 50 60 10 20 30 40 50 60 10 20 30 40 50 60 10 20 30 40 50 60 10 20 30 40 50 60 10 20 30 40 50 60

Method LIBb
4.0 7.0 10.5 13.5 16.5 19.5 7.5 14.0 20.0 25.5 31.5 37.5 NP NP NP NP NP NP 4.5 8.5 12.0 15.5 19.5 23.0 8.5 16.0 23.0 30.0 37.0 44.0 NP NP NP NP NP NP
(continued)

Method GB
4.0 7.0 10.5 13.5 16.5 19.5 7.5 14.0 20.0 25.5 31.5 37.5 11.0 20.5 29.0 38.0 47.0 55.5 4.5 8.5 12.0 15.5 19.5 23.0 8.5 16.0 23.0 30.0 37.0 44.0 13.0 24.0 34.5 44.5 55.0 65.0

Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH,
PFG, CS-SFBc
2.5 4.0 6.0 8.0 9.5 11.5 4.5 8.0 11.5 15.0 18.0 21.5 6.5 11.5 17.0 22.0 27.0 32.0 2.5 5.0 7.0 9.0 11.0 13.0 5.0 9.5 13.5 17.5 21.5 25.0 7.5 13.5 19.5 25.5 31.5 37.5

Methods CS-WSP, CS-G,
CS-PF
2.0 3.5 5.0 6.5 8.0 9.5 3.5 7.0 9.5 12.5 15.5 18.5 5.5 10.0 14.5 18.5 23.0 27.0 2.5 4.0 6.0 7.5 9.5 11.0 4.5 8.0 11.5 15.0 18.0 21.5 6.5 11.5 17.0 22.0 26.5 31.5

2015 INTERNATIONAL RESIDENTIAL CODE®

179

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

EXPOSURE CATEGORY B 30-FOOT MEAN ROOF HEIGHT 10-FOOT WALL HEIGHT 2 BRACED WALL LINES

Ultimate Design Wind Speed
(mph)

Story Location

140

TABLE R602.10.3(1)--continued BRACING REQUIREMENTS BASED ON WIND SPEED

MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa

Braced Wall Line Spacing
(feet)
10 20 30 40 50 60 10 20 30 40 50 60 10 20 30 40 50 60

Method LIBb
5.5 10.0 14.0 18.0 22.5 26.5 10.0 18.5 27.0 35.0 43.0 51.0 NP NP NP NP NP NP

Method GB
5.5 10.0 14.0 18.0 22.5 26.5 10.0 18.5 27.0 35.0 43.0 51.0 15.0 27.5 39.5 51.5 63.5 75.5

Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH,
PFG, CS-SFBc
3.0 5.5 8.0 10.5 13.0 15.0 6.0 11.0 15.5 20.0 24.5 29.0 8.5 16.0 23.0 29.5 36.5 43.0

Methods CS-WSP, CS-G,
CS-PF
2.5 5.0 7.0 9.0 11.0 13.0 5.0 9.0 13.0 17.0 21.0 25.0 7.5 13.5 19.5 25.0 31.0 36.5

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. a. Linear interpolation shall be permitted. b. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or
Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches. c. Where a braced wall line has parallel braced wall lines on one or both sides of differing dimensions, the average dimension shall be permitted to be used for
braced wall line spacing.

180

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ITEM NUMBER
1
2
3 4 5

TABLE R602.10.3(2) WIND ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING

ADJUSTMENT BASED ON STORY/SUPPORTING

CONDITION

ADJUSTMENT FACTORa, b
[multiply length from Table R602.10.3(1) by
this factor]

1.00

One-story structure

1.20

1.50

1.00

Exposure category

Two-story structure

1.30

1.60

1.00

Three-story structure

1.40

1.70

5 feet

0.70

10 feet

1.00

Roof only

15 feet

1.30

20 feet

1.60

5 feet

0.85

Roof eave-to-ridge height

Roof + 1 floor

10 feet 15 feet

1.00 1.15

20 feet

1.30

5 feet

0.90

10 feet

1.00

Roof + 2 floors

15 feet

1.10

20 feet

Not permitted

8 feet

0.90

9 feet

0.95

Wall height adjustment

Any story

10 feet

1.00

11 feet

1.05

12 feet

1.10

1.00

Number of braced

1.30

wall lines (per plan

Any story

direction)c

1.45

1.60

Fastened to the end

Additional 800-pound hold-down device

Top story only

studs of each braced wall panel and to the foundation or framing

0.80

below

APPLICABLE METHODS
All methods
DWB, WSP, SFB, PBS, PCP, HPS

Interior gypsum board finish (or equivalent)

Any story

Omitted from inside face of braced wall panels

1.40

DWB, WSP, SFB, PBS, PCP, HPS, CSWSP, CS-G, CS-SFB

4 inches o.c. at panel

Gypsum board fastening

edges, including top

Any story

and bottom plates, and

0.7

all horizontal joints

blocked

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.48 N. a. Linear interpolation shall be permitted. b. The total adjustment factor is the product of all applicable adjustment factors. c. The adjustment factor is permitted to be 1.0 when determining bracing amounts for intermediate braced wall lines provided the bracing amounts on adjacent
braced wall lines are based on a spacing and number that neglects the intermediate braced wall line.

2015 INTERNATIONAL RESIDENTIAL CODE®

181

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.10.3(3) BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY

SOIL CLASS Db WALL HEIGHT = 10 FEET 10 PSF FLOOR DEAD LOAD 15 PSF ROOF/CEILING DEAD LOAD
BRACED WALL LINE SPACING 25 FEET

MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa

Seismic Design Category

Story Location

Braced Wall Line Length
(feet)c

Method LIBd

Method GB

Methods DWB, SFB, PBS, PCP, HPS, CS-SFBe

Method WSP

Methods CS-WSP,
CS-G

2.5

1.6

1.4

5.0

3.2

2.7

7.5

4.8

4.1

10.0

6.4

5.4

12.5

8.0

6.8

4.5

3.0

2.6

C (townhouses only)

9.0

6.0

5.1

13.5

9.0

7.7

18.0

12.0

10.2

22.5

15.0

12.8

6.0

4.5

3.8

12.0

9.0

7.7

18.0

13.5

11.5

24.0

18.0

15.3

30.0

22.5

19.1

2.8

1.8

1.6

5.5

3.6

3.1

8.3

5.4

4.6

11.0

7.2

6.1

13.8

9.0

7.7

5.3

3.8

3.2

10.5

7.5

6.4

15.8

11.3

9.6

21.0

15.0

12.8

26.3

18.8

16.0

7.3

5.3

4.5

14.5

10.5

9.0

21.8

15.8

13.4

29.0

21.0

17.9

36.3

26.3

22.3

(continued)

182

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.10.3(3)--continued BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY

SOIL CLASS Db WALL HEIGHT = 10 FEET 10 PSF FLOOR DEAD LOAD 15 PSF ROOF/CEILING DEAD LOAD
BRACED WALL LINE SPACING 25 FEET

MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa

Seismic Design Category

Story Location

Braced Wall Line Length
(feet)c

Method LIBd

Method GB

Methods DWB, SFB, PBS, PCP,
HPS, CSSFBe

Method WSP

Methods CS-WSP,
CS-G

3.0

2.0

1.7

6.0

4.0

3.4

9.0

6.0

5.1

12.0

8.0

6.8

15.0

10.0

8.5

6.0

4.5

3.8

12.0

9.0

7.7

18.0

13.5

11.5

24.0

18.0

15.3

30.0

22.5

19.1

8.5

6.0

5.1

17.0

12.0

10.2

25.5

18.0

15.3

34.0

24.0

20.4

42.5

30.0

25.5

4.0

2.5

2.1

8.0

5.0

4.3

12.0

7.5

6.4

16.0

10.0

8.5

20.0

12.5

10.6

7.5

5.5

4.7

15.0

11.0

9.4

22.5

16.5

14.0

30.0

22.0

18.7

37.5

27.5

23.4

7.5

6.4

Cripple wall below one- or two-story dwelling

15.0

12.8

22.5

19.1

30.0

25.5

37.5

31.9

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Linear interpolation shall be permitted.
b. Wall bracing lengths are based on a soil site class "D." Interpolation of bracing length between the Sds values associated with the seismic design categories shall be permitted when a site-specific Sds value is determined in accordance with Section 1613.3 of the International Building Code.
c. Where the braced wall line length is greater than 50 feet, braced wall lines shall be permitted to be divided into shorter segments having lengths of 50 feet or less, and the amount of bracing within each segment shall be in accordance with this table.
d. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches.
e. Method CS-SFB does not apply in Seismic Design Categories D0, D1 and D2.

2015 INTERNATIONAL RESIDENTIAL CODE®

183

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ITEM NUMBER
1 2 3 4 5

TABLE R602.10.3(4) SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING

ADJUSTMENT BASED ON:

STORY

CONDITION

ADJUSTMENT FACTORa, b
[Multiply length from Table
R602.10.3(3) by this factor]

Story height (Section 301.3)

10 feet

1.0

Any story

> 10 feet and 12 feet

1.2

Braced wall line

35 feet

1.0

spacing, townhouses

Any story

in SDC C

> 35 feet and 50 feet

1.43

Braced wall line
spacing, in SDC D0, D1, D2c

> 25 feet and 30 feet

1.2

Any story

> 30 feet and 35 feet

1.4

Wall dead load

> 8 psf and < 15 psf

1.0

Any story

< 8 psf

0.85

1-, 2- or 3-story building

15 psf

1.0

Roof/ceiling dead load for wall supporting

2- or 3-story building

> 15 psf and 25 psf

1.1

1-story building

> 15 psf and 25 psf

1.2

APPLICABLE METHODS
All methods

1.0

Walls with stone or

masonry veneer, townhouses in

SDC Cd, e

1.5 All methods
1.5

Walls with stone or

masonry veneer,

detached one- and

Any story

two-family dwellings

in SDC D0 D2f

Interior gypsum board finish (or equivalent)

Any story

See Table R602.10.6.5

Omitted from

inside face of braced

1.5

wall panels

BV-WSP
DWB, WSP, SFB, PBS, PCP,
HPS, CS-WSP, CS-G,
CS-SFB

For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Linear interpolation shall be permitted. b. The total length of bracing required for a given wall line is the product of all applicable adjustment factors. c. The length-to-width ratio for the floor/roof diaphragm shall not exceed 3:1. The top plate lap splice nailing shall be in accordance with Table R602.3(1), Item 13. d. Applies to stone or masonry veneer exceeding the first story height. e. The adjustment factor for stone or masonry veneer shall be applied to all exterior braced wall lines and all braced wall lines on the interior of the building,
backing or perpendicular to and laterally supported veneered walls. f. See Section R602.10.6.5 for requirements where stone or masonry veneer does not exceed the first-story height.

184

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Intermittent Bracing Method

WALL CONSTRUCTION

METHODS, MATERIAL

MINIMUM THICKNESS

TABLE R602.10.4 BRACING METHODS
FIGURE

CONNECTION CRITERIAa Fasteners

Spacing

LIB
Let-in-bracing
DWB
Diagonal wood boards

1 × 4 wood or approved metal straps at 45° to 60° angles for
maximum 16 stud spacing
3/4"(1" nominal) for maximum 24" stud spacing

WSP

Wood structural panel

3/8"

(See Section R604)

BV-WSPe
Wood structural panels with stone or masonry veneer
(See Section R602.10.6.5)

7/16"

See Figure R602.10.6.5

SFB
Structural fiberboard sheathing

1/2" or 25/32" for maximum 16"
stud spacing

GB
Gypsum board

1/2"

PBS
Particleboard sheathing
(See Section R605)

3/8" or 1/2" for maximum 16"
stud spacing

PCP
Portland cement plaster

See Section R703.6 for maximum 16" stud spacing

HPS
Hardboard panel siding

7/16" for maximum 16" stud spacing

Wood: 2-8d common nails or
3-8d (21/2" long x 0.113" dia.) nails
Metal strap: per manufacturer
2-8d (21/2" long × 0.113" dia.) nails or
2 - 13/4" long staples
Exterior sheathing per Table R602.3(3)
Interior sheathing per Table R602.3(1) or R602.3(2)

Wood: per stud and top and bottom plates
Metal: per manufacturer
Per stud
6" edges 12" field
Varies by fastener

8d common (21/2" × 0.131) nails

4" at panel edges 12" at intermediate supports 4" at braced wall panel end posts

11/2" long × 0.12" dia. (for 1/2" thick sheathing) 13/4" long × 0.12" dia. (for 25/32" thick sheathing)
galvanized roofing nails or 8d common (21/2" long × 0.131" dia.) nails

3" edges 6" field

Nails or screws per Table R602.3(1) for For all braced wall

exterior locations

panel locations: 7"

edges (including top

Nails or screws per Table R702.3.5 for and bottom plates) 7"

interior locations

field

For 3/8", 6d common (2" long × 0.113" dia.) nails
For 1/2", 8d common (21/2" long × 0.131" dia.) nails

3" edges 6" field

11/2" long, 11 gage, 7/16" dia. head nails or
7/8" long, 16 gage staples

6" o.c. on all framing members

0.092" dia., 0.225" dia. head nails with length to accommodate 11/2" penetration into studs

4" edges 8" field

ABW

Alternate

3/8"

braced wall

See Section R602.10.6.1

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

185

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

METHODS, MATERIAL
PFH
Portal frame with hold-downs

TABLE R602.10.4--continued BRACING METHODS

MINIMUM THICKNESS

FIGURE

CONNECTION CRITERIAa

Fasteners

Spacing

3/8"

See Section R602.10.6.2 See Section R602.10.6.2

Intermittent Bracing Methods

PFG
Portal frame at garage

7/16"

See Section R602.10.6.3 See Section R602.10.6.3

CS-WSP

Continuously sheathed

3/8"

wood structural panel

Exterior sheathing per Table R602.3(3)
Interior sheathing per Table R602.3(1) or R602.3(2)

6" edges 12" field Varies by fastener

Continuous Sheathing Methods

CS-Gb, c

Continuously sheathed

wood structural panel

3/8"

adjacent to garage

openings

See Method CS-WSP

CS-PF

Continuously sheathed

7/16"

portal frame

CS-SFBd
Continuously sheathed structural fiberboard

1/2" or 25/32" for maximum 16"
stud spacing

See Section R602.10.6.4 See Section R602.10.6.4

11/2" long × 0.12" dia. (for 1/2" thick sheathing) 13/4" long × 0.12" dia. (for 25/32" thick sheathing) galvanized roofing nails or
8d common (21/2" long × 0.131" dia.) nails

3" edges 6" field

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.0175 rad, 1 pound per square foot = 47.8 N/m2, 1 mile per hour = 0.447 m/s.
a. Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design Categories C, D0, D1 and D2. b. Applies to panels next to garage door opening where supporting gable end wall or roof load only. Shall only be used on one wall of the garage. In Seismic
Design Categories D0, D1 and D2, roof covering dead load shall not exceed 3 psf. c. Garage openings adjacent to a Method CS-G panel shall be provided with a header in accordance with Table R502.5(1). A full-height clear opening shall not
be permitted adjacent to a Method CS-G panel.
d. Method CS-SFB does not apply in Seismic Design Categories D0, D1 and D2. e. Method applies to detached one- and two-family dwellings in Seismic Design Categories D0 through D2 only.

186

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

METHOD (See Table R602.10.4)

TABLE R602.10.5 MINIMUM LENGTH OF BRACED WALL PANELS
MINIMUM LENGTHa (inches)
Wall Height

CONTRIBUTING LENGTH (inches)

DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP GB LIB

8 feet
48 48 55

9 feet
48 48 62

10 feet
48 48 69

11 feet
53 53 NP

12 feet
58 58 NP

Actualb
Double sided = Actual Single sided = 0.5 × Actual
Actualb

ABW
PFH PFG CS-G CS-PF

SDC A, B and C, ultimate

design

wind speed < 140 mph

SDC D0, D1 and D2, ultimate

design

wind speed < 140 mph

Supporting roof only

18c

20c

Supporting one story and roof 24

27c

29c

33d

36d

SDC A, B and C

22e

24e

SDC D0, D1 and D2

22e

24e

48
48 48 1.5 × Actualb Actualb 1.5 × Actualb Actualb

Adjacent clear opening height
(inches)

CS-WSP, CS-SFB

100

104

Actualb

108

112

116

120

124

128

132

136

140

144

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. NP = Not Permitted. a. Linear interpolation shall be permitted. b. Use the actual length where it is greater than or equal to the minimum length. c. Maximum header height for PFH is 10 feet in accordance with Figure R602.10.6.2, but wall height shall be permitted to be increased to 12 feet with pony wall. d. Maximum opening height for PFG is 10 feet in accordance with Figure R602.10.6.3, but wall height shall be permitted to be increased to 12 feet with pony wall. e. Maximum opening height for CS-PF is 10 feet in accordance with Figure R602.10.6.4, but wall height shall be permitted to be increased to 12 feet with pony wall.

2015 INTERNATIONAL RESIDENTIAL CODE®

187

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

CLEAR OPENING HEIGHT
CLEAR OPENING HEIGHT
CLEAR OPENING HEIGHT

PANEL LENGTH

PANEL LENGTH
FIGURE R602.10.5 BRACED WALL PANELS WITH CONTINUOUS SHEATHING

PANEL LENGTH

TABLE R602.10.5.2 PARTIAL CREDIT FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH

ACTUAL LENGTH OF BRACED WALL PANEL (inches)

CONTRIBUTING LENGTH OF BRACED WALL PANEL (inches)a

8-foot Wall Height

9-foot Wall Height

N/A

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. N/A = Not Applicable. a. Linear interpolation shall be permitted.

R602.10.6 Construction of Methods ABW, PFH, PFG, CS-PF and BV-WSP. Methods ABW, PFH, PFG, CS-PF and BV-WSP shall be constructed as specified in Sections R602.10.6.1 through R602.10.6.5.
R602.10.6.1 Method ABW: Alternate braced wall panels. Method ABW braced wall panels shall be constructed in accordance with Figure R602.10.6.1. The hold-down force shall be in accordance with Table R602.10.6.1.
R602.10.6.2 Method PFH: Portal frame with holddowns. Method PFH braced wall panels shall be constructed in accordance with Figure R602.10.6.2.
R602.10.6.3 Method PFG: Portal frame at garage door openings in Seismic Design Categories A, B and C. Where supporting a roof or one story and a roof, a Method PFG braced wall panel constructed in accordance with Figure R602.10.6.3 shall be permitted on either side of garage door openings.
R602.10.6.4 Method CS-PF: Continuously sheathed portal frame. Continuously sheathed portal frame braced wall panels shall be constructed in accordance with Figure R602.10.6.4 and Table R602.10.6.4. The number of continuously sheathed portal frame panels in a single braced wall line shall not exceed four.
R602.10.6.5 Wall bracing for dwellings with stone and masonry veneer in Seismic Design Categories D0, D1 and D2. Where stone and masonry veneer are installed in accordance with Section R703.8, wall brac-

ing on exterior braced wall lines and braced wall lines on the interior of the building, backing or perpendicular to and laterally supporting veneered walls shall comply with this section.
Where dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.7, and the veneer does not exceed the first-story height, wall bracing shall be in accordance with Section R602.10.3.
Where detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.7, and the veneer exceeds the first-story height, wall bracing at exterior braced wall lines and braced wall lines on the interior of the building shall be constructed using Method BV-WSP in accordance with this section and Figure R602.10.6.5. Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations.
Townhouses in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer exceeding the first-story height shall be designed in accordance with accepted engineering practice.
R602.10.6.5.1 Length of bracing. The length of bracing along each braced wall line shall be the greater of that required by the ultimate design wind speed and braced wall line spacing in accordance with Table R602.10.3(1) as adjusted by the factors in Table R602.10.3(2) or the seismic design category

188

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

and braced wall line length in accordance with Table R602.10.6.5. Angled walls shall be permitted to be counted in accordance with Section R602.10.1.4, and braced wall panel location shall be in accordance with Section R602.10.2.2. Spacing between braced wall lines shall be in accordance with Table R602.10.1.3. The seismic adjustment factors in Table R602.10.3(4) shall not be applied to the length of

bracing determined using Table R602.10.6.5, except that the bracing amount increase for braced wall line spacing greater than 25 feet (7620 mm) in accordance with Table R602.10.1.3 shall be required. The minimum total length of bracing in a braced wall line, after all adjustments have been taken, shall not be less than 48 inches (1219 mm) total.

TABLE R602.10.6.1 MINIMUM HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS

SEISMIC DESIGN CATEGORY AND WIND SPEED

SUPPORTING/STORY

SDC A, B and C Ultimate design wind speed < 140 mph
SDC D0, D1 and D2 Ultimate design wind speed <140 mph

One story First of two stories
One story First of two stories

HOLD-DOWN FORCE (pounds)

8 feet
1,800 3,000 1,800 3,000

Height of Braced Wall Panel

9 feet
1,800

10 feet
1,800

11 feet
2,000

3,000 3,000 3,300

1,800 1,800 NP

3,000 3,000 NP

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N, 1 mile per hour = 0.447 m/s. NP = Not Permitted.

12 feet
2,200 3,600 NP NP

For SI: 1 inch = 25.4 mm.

FIGURE R602.10.6.1 METHOD ABW--ALTERNATE BRACED WALL PANEL

2015 INTERNATIONAL RESIDENTIAL CODE®

189

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

12 MAX. TOTAL WALL HEIGHT 10 MAX. HEIGHT

PONY WALL HEIGHT

EXTENT OF HEADER WITH DOUBLE PORTAL FRAMES (TWO BRACED WALL PANELS)
EXTENT OF HEADER WITH SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)

2-18 FINISHED WIDTH OF OPENING FOR SINGLE OR DOUBLE PORTAL
MIN. 3x11¼ NET HEADER STEEL HEADER PROHIBITED IF ½ SPACER IS USED, PLACE ON BACK-SIDE OF HEADER
FASTEN SHEATHING TO HEADER WITH 8D COMMON OR GALVANIZED BOX NAILS IN 3 GRID PATTERN AS SHOWN
HEADER TO JACK-STUD STRAP PER TABLE R602.10.6.4 ON BOTH SIDES OF OPENING OPPOSITE SIDE OF SHEATHING
MIN. DOUBLE 2x4 FRAMING COVERED WITH MIN. 3/8 THICK WOOD STRUCTURAL PANEL SHEATHING WITH 8D COMMON OR GALVANIZED BOX NAILS AT 3 O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP.
MIN. LENGTH OF PANEL PER TABLE R602.10.5
MIN. (2) 3500 LB STRAP-TYPE HOLD-DOWNS (EMBEDDED INTO CONCRETE AND NAILED INTO FRAMING)
MIN. REINFORCING OF FOUNDATION, ONE #4 BAR TOP AND BOTTOM OF FOOTING. LAP BARS 15 MIN.

TENSION STRAP PER TABLE R602.10.6.4 (ON OPPOSITE SIDE OF SHEATHING)
IF NEEDED, PANEL SPLICE EDGES SHALL OCCUR OVER AND BE NAILED TO COMMON BLOCKING WITHIN THE MIDDLE 24 OF THE PORTAL-LEG HEIGHT. ONE ROW OF 3 O.C. NAILING IS REQUIRED IN EACH PANEL EDGE.
TYPICAL PORTAL FRAME CONSTRUCTION
MIN. DOUBLE 2x4 POST (KING AND JACK STUD). NUMBER OF JACK STUDS PER TABLES R602.7(1) & (2).
MIN. 1000 LB. HOLD-DOWN DEVICE (EMBEDDED INTO CONCRETE AND NAILED INTO FRAMING).

MIN. FOOTING SIZE UNDER OPENING IS 12x12. A TURNEDDOWN SLAB SHALL BE PERMITTED AT DOOR OPENINGS.
MIN. (1) 5/8 DIAMETER ANCHOR BOLT INSTALLED PER SECTION R403.1.6 - WITH 2x 2 x3/16 PLATE WASHER
FRONT ELEVATION

SECTION

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.10.6.2 METHOD PFH--PORTAL FRAME WITH HOLD-DOWNS

FASTEN KING STUD TO HEADER WITH 6 16D SINKERS
FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D SINKER NAILS AT 3 O.C. TYP.
MIN. 3/8 WOOD STRUCTURAL PANEL SHEATHING

12 MAX. TOTAL WALL HEIGHT 10 MAX. HEIGHT

PONY WALL HEIGHT

EXTENT OF HEADER WITH DOUBLE PORTAL FRAMES (TWO BRACED WALL PANELS)
EXTENT OF HEADER WITH SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)

2-18 FINISHED WIDTH OF OPENING FOR SINGLE OR DOUBLE PORTAL

TENSION STRAP PER TABLE 602.10.6.4 (ON OPPOSITE SIDE OF SHEATHING)

MIN. 3 x 11¼ NET HEADER STEEL HEADER PROHIBITED IF ½ SPACER IS USED, PLACE ON BACK-SIDE OF HEADER
FASTEN SHEATHING TO HEADER WITH 8D COMMON OR GALVANIZED BOX NAILS IN 3 GRID PATTERN AS SHOWN
HEADER TO JACK-STUD STRAP PER TABLE R602.10.6.4 ON BOTH SIDES OF OPENING OPPOSITE SIDE OF SHEATHING
MIN. DOUBLE 2 x 4 FRAMING COVERED WITH MIN. 7/16 THICK WOOD STRUCTURAL PANEL SHEATHING WITH 8D COMMON OR GALVANIZED BOX NAILS AT 3 O.C. IN ALL FRAMING (STUDS AND SILLS) AS SHOWN TYP.
MIN. LENGTH OF PANEL PER TABLE R602.10.5
MIN. (2) ½ DIAMETER ANCHOR BOLTS INSTALLED PER SECTION R403.1.6 WITH 2 x 2 x 3/16 PLATE WASHER

IF NEEDED, PANEL SPLICE EDGES SHALL OCCUR OVER AND BE NAILED TO COMMON BLOCKING WITHIN THE MIDDLE 24 OF THE PORTAL-LEG HEIGHT. ONE ROW OF 3 O.C. NAILING IS REQUIRED IN EACH PANEL EDGE.
TYPICAL PORTAL FRAME CONSTRUCTION
MIN. DOUBLE 2 x 4 POST (KING AND JACK STUD) NUMBER OF JACK STUDS PER TABLES R602.7(1) & (2)
INTERMITTENT BRACED WALL PANEL REQUIRED ADJACENT OPENING FOR SINGLE PORTAL FRAME

FASTEN KING STUD TO HEADER WITH 6 16D SINKERS
FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D SINKER NAILS AT 3 O.C. TYP.
MIN. 7/16 WOOD STRUCTURAL PANEL SHEATHING

ANCHOR BOLTS PER SECTION R403.1.6

FRONT ELEVATION

SECTION

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.10.6.3 METHOD PFG--PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C

190

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

12 MAX. TOTAL WALL HEIGHT 10 MAX. HEIGHT

PONY WALL HEIGHT

EXTENT OF HEADER WITH DOUBLE PORTAL FRAMES (TWO BRACED WALL PANELS)
EXTENT OF HEADER WITH SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)

2-18 FINISHED WIDTH OF OPENING FOR SINGLE OR DOUBLE PORTAL
MIN. 3x11¼ NET HEADER STEEL HEADER PROHIBITED IF ½ SPACER IS USED, PLACE ON BACK-SIDE OF HEADER
FASTEN SHEATHING TO HEADER WITH 8D COMMON OR GALVANIZED BOX NAILS IN 3 GRID PATTERN AS SHOWN HEADER TO JACK-STUD STRAP PER TABLE R602.10.6.4 ON BOTH SIDES OF OPENING OPPOSITE SIDE OF SHEATHING
MIN. DOUBLE 2x4 FRAMING COVERED WITH MIN. 7/16 THICK WOOD STRUCTURAL PANEL SHEATHING WITH 8D COMMON OR GALVANIZED BOX NAILS AT 3 O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP.
MIN. LENGTH OF PANEL PER TABLE R602.10.5
MIN. (2) ½ DIAMETER ANCHOR BOLTS INSTALLED PER SECTION R403.1.6 WITH 2x2x3/16 PLATE WASHER

TENSION STRAP PER TABLE 602.10.6.4 (ON OPPOSITE SIDE OF SHEATHING)
BRACED WALL LINE CONTINUOUSLY SHEATHED WITH WOOD STRUCTURAL PANELS
IF NEEDED, PANEL SPLICE EDGES SHALL OCCUR OVER AND BE NAILED TO COMMON BLOCKING WITHIN THE MIDDLE 24 OF THE PORTAL- LEG HEIGHT. ONE ROW OF 3 O.C. NAILING IS REQUIRED IN EACH PANEL EDGE.
TYPICAL PORTAL FRAME CONSTRUCTION
MIN. DOUBLE 2x4 POST (KING AND JACK STUD) NUMBER OF JACK STUDS PER TABLES R602.7(1) & (2)

FASTEN KING STUD TO HEADER WITH 6 16D SINKERS
FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D SINKER NAILS AT 3 O.C. TYP.
MIN. 7/16 WOOD STRUCTURAL PANEL SHEATHING

OVER CONCRETE OR MASONRY BLOCK FOUNDATION

WOOD STRUCTURAL PANEL SHEATHING TO TOP OF BAND OR RIM JOIST

NAIL SOLE PLATE TO JOIST PER TABLE R602.3(1)

ANCHOR BOLTS PER SECTION R403.1.6
(2) FRAMING ANCHORS APPLIED ACROSS SHEATHING JOINT WITH A CAPACITY OF 670 LBS IN THE HORIZONTAL AND VERTICAL DIRECTIONS

WOOD STRUCTURAL PANEL SHEATHING OVER APPROVED BAND OR RIM JOIST
OVER RAISED WOOD FLOOR - FRAMING ANCHOR OPTION
(WHERE PORTAL SHEATHING DOES NOT LAP OVER BAND OR RIM JOIST)

MIN. OVERLAP
9¼

WOOD STRUCTURAL PANEL SHEATHING TO TOP OF BAND OR RIM JOIST

NAIL SOLE PLATE TO JOIST PER TABLE R602.3(1)

ATTACH SHEATHING TO BAND OR RIM JOIST WITH 8D COMMON NAILS AT 3 O.C. TOP AND BOTTOM

WOOD STRUCTURAL PANEL SHEATHING OVER APPROVED BAND OR RIM JOIST
OVER RAISED WOOD FLOOR - OVERLAP OPTION
(WHERE PORTAL SHEATHING LAPS OVER BAND OR RIM BOARD)
FRONT ELEVATION

SECTION

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.10.6.4 METHOD CS-PF--CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION

NAIL SOLE PLATE TO JOIST PER TABLE R602.3(1)
APPROVED BAND OR RIM JOIST
NAIL SOLE PLATE TO JOIST PER TABLE R602.3(1)
APPROVED BAND OR RIM JOIST

2015 INTERNATIONAL RESIDENTIAL CODE®

191

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R602.10.6.4 TENSION STRAP CAPACITY FOR RESISTING WIND PRESSURES PERPENDICULAR TO METHODS PFH, PFG AND CS-PF BRACED WALL PANELS

MINIMUM WALL STUD

MAXIMUM PONY

FRAMING NOMINAL SIZE AND WALL HEIGHT

GRADE

(feet)

MAXIMUM TOTAL WALL
HEIGHT (feet)

2 4 No. 2 Grade

2 6 Stud Grade

MAXIMUM OPENING
WIDTH (feet)
18 9 16 18 9 16 18 9 16 18 9 12 9 16 18 9 16 18

TENSION STRAP CAPACITY REQUIRED (pounds)a, b

Ultimate Design Wind Speed Vult (mph)

110

115

130

110

115

130

Exposure B

Exposure C

1,000 1,000 1,000 1,000 1,000 1,050

1,000 1,000 1,000 1,000 1,000 1,750

1,000 1,025 2,050 2,075 2,500 3,950

1,000 1,275 2,375 2,400 2,850 DR

1,000 1,000 1,475 1,500 1,875 3,125

1,775 2,175 3,525 3,550 4,125 DR

2,075 2,500 3,950 3,975 DR DR

1,150 1,500 2,650 2,675 3,175 DR

2,875 3,375 DR DR DR DR

3,425 3,975 DR DR DR DR

2,275 2,750 DR DR DR DR

3,225 3,775 DR DR DR DR

1,000 1,000 1,700 1,700 2,025 3,050

1,825 2,150 3,225 3,225 3,675 DR

2,200 2,550 3,725 3,750 DR DR

1,450 1,750 2,700 2,725 3,125 DR

2,050 2,400 DR DR DR DR

3,350 3,800 DR DR DR DR

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. DR = Design Required. b. Straps shall be installed in accordance with manufacturer's recommendations.

192

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SEISMIC DESIGN CATEGORY

STORY

WALL CONSTRUCTION

TABLE R602.10.6.5 METHOD BV-WSP WALL BRACING REQUIREMENTS

BRACED WALL LINE LENGTH (FEET)

Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line

SINGLE-STORY HOLD-DOWN FORCE (pounds)a

CUMULATIVE HOLD-DOWN
FORCE (pounds)b

4.0

7.0

10.5

14.0

17.5

N/A

4.0

7.0

10.5

14.0

17.5

1900

4.5

9.0

13.5

18.0

22.5

3500

5400

6.0

12.0

18.0

24.0

30.0

3500

8900

4.5

9.0

13.5

18.0

22.5

2100

4.5

9.0

13.5

18.0

22.5

3700

5800

6.0

12.0

18.0

24.0

30.0

3700

9500

5.5

11.0

16.5

22.0

27.5

2300

5.5

11.0

16.5

22.0

27.5

3900

6200

N/A

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
N/A = Not Applicable. a. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story
to wall framing at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a continuous load path to the foundation shall be maintained. b. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.

2015 INTERNATIONAL RESIDENTIAL CODE®

193

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

EXTENT OF ALIGNED BRACED
WALL PANELS
EDGE OF SHEATHING TO BRACED WALL PANEL END POST, TYP.
BRACED WALL PANEL
SINGLE-STORY HOLD-DOWN FORCE -TOP STORY
HOLD DOWNS ON SAME POST
OR STUD TOP AND BOTTOM
CUMULATIVE HOLD-DOWN
FORCE -MIDDLE STORY
BRACED WALL PANEL
CUMULATIVE HOLD-DOWN
FORCE -BOTTOM STORY
HOLD-DOWN -SEE NOTE BELOW
(a)

EXTENT OF TOP STORY BRACED WALL PANEL
EXTENT OF MIDDLE STORY BRACED WALL PANEL EXTENT OF BOTTOM STORY BRACED WALL PANEL
GABLE END FRAMING
BRACED WALL PANEL SINGLE-STORY HOLDDOWN FORCE-TOP STORY
BRACED WALL PANEL

HOLD DOWN -SEE NOTE BELOW

SINGLE-STORY HOLD-DOWN FORCE -MIDDLE STORY
BRACED WALL PANEL

SINGLE-STORY HOLDDOWN FORCE -BOTTOM STORY

CUMULATIVE HOLD-

DOWN FORCE

(b)

-BOTTOM OF TWOSTORY

(a) Braced wall panels stacked (aligned story to story). Use cumulative hold-down force.

Braced wall panels mixed stacked and not stacked. Use hold-down force as noted.

Note: Hold downs should be strap ties, tension ties, or other approved hold-down devices and shall be installed in accordance with the manufacturer's instructions.

FIGURE R602.10.6.5 METHOD BV-WSP--WALL BRACING FOR DWELLINGS WITH STONE AND
MASONRY VENEER IN SEISMIC DESIGN CATEGORIES D0, D1 and D2

R602.10.7 Ends of braced wall lines with continuous sheathing. Each end of a braced wall line with continuous sheathing shall have one of the conditions shown in Figure R602.10.7.
R602.10.8 Braced wall panel connections. Braced wall panels shall be connected to floor framing or foundations as follows:
1. Where joists are perpendicular to a braced wall panel above or below, a rim joist, band joist or blocking shall be provided along the entire length of the braced wall panel in accordance with Figure R602.10.8(1). Fastening of top and bottom wall plates to framing, rim joist, band joist and/or blocking shall be in accordance with Table R602.3(1).
2. Where joists are parallel to a braced wall panel above or below, a rim joist, end joist or other parallel framing member shall be provided directly above and below the braced wall panel in accordance with Figure R602.10.8(2). Where a parallel framing member cannot be located directly above and below the panel, full-depth blocking at 16-inch (406 mm) spacing shall be provided between the parallel framing members to each side of the braced wall panel in

accordance with Figure R602.10.8(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.8(2).
3. Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6.
R602.10.8.1 Braced wall panel connections for Seismic Design Categories D0, D1 and D2. Braced wall panels shall be fastened to required foundations in accordance with Section R602.11.1, and top plate lap splices shall be face-nailed with not less than eight 16d nails on each side of the splice.
R602.10.8.2 Connections to roof framing. Top plates of exterior braced wall panels shall be attached to rafters or roof trusses above in accordance with Table R602.3(1) and this section. Where required by this section, blocking between rafters or roof trusses shall be attached to top plates of braced wall panels and to rafters and roof trusses in accordance with Table R602.3(1). A continuous band, rim or header joist or roof truss parallel to the braced wall panels shall be permitted to replace the blocking required by this section. Blocking shall not be required over openings in

194

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

CONTINUOUSLY SHEATHED BRACED WALL LINE

WALL CONSTRUCTION
CONTINUOUSLY SHEATHED BRACED WALL LINE

RETURN PANEL

BRACED WALL PANEL AT END OF BRACED WALL LINE END CONDITION 1
CONTINUOUSLY SHEATHED BRACED WALL LINE

HOLDDOWN DEVICE

BRACED WALL PANEL AT END OF BRACED WALL LINE END CONDITION 2
CONTINUOUSLY SHEATHED BRACED WALL LINE

48 MINIMUM BRACED WALL PANEL AT END OF BRACED WALL LINE
END CONDITION 3 CONTINUOUSLY SHEATHED
BRACED WALL LINE

HOLD-DOWN DEVICE

FIRST BRACED WALL PANEL

END CONDITION 5

RETURN

PANEL

10 MAX * SEE REQUIREMENTS

FIRST BRACED WALL PANEL

END CONDITION 4

REQUIREMENTS

Return panel: 24 for braced wall lines sheathed with wood structural panels 32 for braced wall lines sheathed with structural fiberboard

Distance D:

24 for braced wall lines sheathed with wood structural panels 32 for braced wall lines sheathed with structural fiberboard

Hold-down device:

800 lbs capacity fastened to the edge of the braced wall panel closest to the corner and to the foundation or floor framing below

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N.
FIGURE R602.10.7 END CONDITIONS FOR BRACED WALL LINES WITH CONTINUOUS SHEATHING

continuously sheathed braced wall lines. In addition to the requirements of this section, lateral support shall be provided for rafters and ceiling joists in accordance with Section R802.8 and for trusses in accordance with Section R802.10.3. Roof ventilation shall be provided in accordance with Section R806.1.
1. For Seismic Design Categories A, B and C where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is 91/4 inches (235 mm) or less, blocking between rafters or roof trusses shall not be required. Where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is between 91/4 inches (235 mm) and 151/4 inches (387 mm), blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
Exception: Where the outside edge of truss vertical web members aligns with the outside face

of the wall studs below, wood structural panel sheathing extending above the top plate as shown in Figure R602.10.8.2(3) shall be permitted to be fastened to each truss web with three8d nails (21/2 inches 0.131 inch) and blocking between the trusses shall not be required.
2. For Seismic Design Categories D0, D1 and, where the distance from the top of the braced wall panel to the top of the rafters or roof trusses is 151/4 inches (387 mm) or less, blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
3. Where the distance from the top of the braced wall panel to the top of rafters or roof trusses exceeds 151/4 inches (387 mm), the top plates of the braced wall panel shall be connected to perpendicular raf-

2015 INTERNATIONAL RESIDENTIAL CODE®

195

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ters or roof trusses above in accordance with one or more of the following methods:
3.1. Soffit blocking panels constructed in accordance with Figure R602.10.8.2(2).
3.2. Vertical blocking panels constructed in accordance with Figure R602.10.8.2(3).

3.3. Blocking panels provided by the roof truss manufacturer and designed in accordance with Section R802.
3.4. Blocking, blocking panels or other methods of lateral load transfer designed in accordance with the AWC WFCM or accepted engineering practice.

CONTINUOUS RIM OR BAND JOIST

FULL-HEIGHT BLOCKING CONTINUOUS ALONG LENGTH OF BRACED WALL PANEL

PERPENDICULAR FRAMING
8d @ 6 O.C. ALONG BRACED WALL PANEL
BRACED WALL PANEL 3-16d @ 16 O.C. ALONG BRACED WALL PANEL

8d @ 6 O.C. ALONG BRACED WALL PANEL
BRACED WALL PANEL
3-16d @ 16 O.C. ALONG BRACED WALL PANEL

PERPENDICULAR FRAMING

For SI: 1 inch = 25.4 mm.

CONTINUOUS RIM OR BAND JOIST

FULL-HEIGHT BLOCKING CONTINUOUS ALONG LENGTH OF BRACED WALL PANEL

FIGURE R602.10.8(1) BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING

CONTINUOUS RIM OR END JOIST

ADDITIONAL FRAMING MEMBER DIRECTLY ABOVE BRACED WALL PANEL

FULL-HEIGHT BLOCKING @ 16 O.C. ALONG BRACED WALL PANEL

8d @ 6 O.C. ALONG BRACED WALL PANEL
BRACED WALL PANEL
3-16d @ 16 O.C. ALONG BRACED WALL PANEL

8d @ 6 O.C. ALONG BRACED WALL PANEL
BRACED WALL PANEL 3-16d @ 16 O.C. ALONG BRACED WALL PANEL

TOE NAIL 3-8d NAILS AT EACH BLOCKING MEMBER
BRACED WALL PANEL
3-16d AT EACH BLOCKING MEMBER

2-16d NAILS EACH SIDE

For SI: 1 inch = 25.4 mm.

CONTINUOUS RIM OR END JOIST

ADDITIONAL FRAMING MEMBER DIRECTLY BELOW BRACED WALL PANEL

FULL-HEIGHT BLOCKING @ 16 O.C. ALONG BRACED WALL PANEL

FIGURE R602.10.8(2) BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING

196

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ROOF SHEATHING
EDGE NAILING PER TABLE R602.3(1) (TYP.)

15.25 MAX 2 MAX OPEN
4-0 MAX

BLOCKING

2x BLOCKING

SOLID BLOCKING BETWEEN RAFTERS ATTACHED TO TOP PLATES WITH 8d @ 6 O.C. ALONG LENGTH OF BRACED WALL PANEL

BRACINGa
BRACED WALL PANEL

6-0 MAX

ROOF TRUSSES PER R802.10
NAILING PER TABLE R602.3(1)
PROVIDE VENTING PER SECTION R806 (NOT SHOWN)

For SI: 1 inch = 25.4 mm.
FIGURE R602.10.8.2(1) BRACED WALL PANEL CONNECTION
TO PERPENDICULAR RAFTERS

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Methods of bracing shall be as described in Section R602.10.4.
FIGURE R602.10.8.2(2) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

W
WHERE AIR GAP AT TOP IS NOT USED, CENTER W/3 AVAILABLE FOR VENT HOLES

W/3

H H/3

FIGURE R602.10.8.2(3) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

2015 INTERNATIONAL RESIDENTIAL CODE®

197

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R602.10.9 Braced wall panel support. Braced wall panel support shall be provided as follows:
1. Cantilevered floor joists complying with Section R502.3.3 shall be permitted to support braced wall panels.
2. Raised floor system post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
3. Masonry stem walls with a length of 48 inches (1219 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.9. Masonry stem walls with a length

greater than 48 inches (1219 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1 Methods ABW and PFH shall not be permitted to attach to masonry stem walls.
4. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall have reinforcement sized and located in accordance with Figure R602.10.9.
R602.10.9.1 Braced wall panel support for Seismic Design Categories D0, D1 and D2. In Seismic Design Categories D0, D1 and D2, braced wall panel footings shall be as specified in Section R403.1.2.

48 OR LESS

BRACED WALL PANEL ½ ANCHOR BOLTS PER BRACED WALL PANEL REQUIREMENTS
BOND BEAM WITH 1-#4 BAR
#4 BAR MIN.; FIELD BEND 6 EXTENSION INTO BOND BEAM

48 OR LESS

BRACED WALL PANEL ½ ANCHOR BOLTS PER BRACED WALL PANEL REQUIREMENTS
#4 BAR
BOND BEAM

#4 BAR

6 MIN. 48 MAXIMUM 20 LAP, TYP.
6 MIN.

24 MAX.

3 COVER

20 MIN. TYP.

SHORT STEM WALL REINFORCEMENT

48 OR LESS

BRACED WALL PANEL BOND BEAM WITH 1-#4 BAR

5/8 THREADED RODS SHALL BE PERMITTED TO BE SUBSTITUTED FOR ANCHOR BOLTS AND REBAR

3 COVER

20 MIN. TYP.

TALL STEM WALL REINFORCEMENT

BRACED WALL PANEL

BOND BEAM

FACE BRICK OPTIONAL

8 MIN. CMU

48 MAXIMUM

8 MIN.

3 COVER

MIN. 2 CUT WASHERS

OPTIONAL STEM WALL REINFORCEMENT

TYPICAL STEM WALL SECTION

NOTE: GROUT BOND BEAMS AND ALL CELLS THAT CONTAIN REBAR, THREADED RODS AND ANCHOR BOLTS.

For SI: 1 inch = 25.4 mm.

FIGURE R602.10.9 MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS

198

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R602.10.10 Panel joints. Vertical joints of panel sheathing shall occur over, and be fastened to, common studs. Horizontal joints in braced wall panels shall occur over, and be fastened to, common blocking of a minimum 11/2 inch (38 mm) thickness.
Exceptions:
1. Vertical joints of panel sheathing shall be permitted to occur over double studs, where adjoining panel edges are attached to separate studs with the required panel edge fastening schedule, and the adjacent studs are attached together with two rows of 10d box nails [3 inches by 0.128 inch (76.2 mm by 3.25 mm)] at 10 inches o.c. (254 mm).
2. Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels.
3. Where the bracing length provided is not less than twice the minimum length required by Tables R602.10.3(1) and R602.10.3(3), blocking at horizontal joints shall not be required in braced wall panels constructed using Methods WSP, SFB, GB, PBS or HPS.
4. Where Method GB panels are installed horizontally, blocking of horizontal joints is not required.
R602.10.11 Cripple wall bracing. Cripple walls shall be constructed in accordance with Section R602.9 and braced in accordance with this section. Cripple walls shall be braced with the length and method of bracing used for the wall above in accordance with Tables R602.10.3(1) and R602.10.3(3), and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively, except that the length of cripple wall bracing shall be multiplied by a factor of 1.15. Where gypsum wall board is not used on the inside of the cripple wall bracing, the length adjustments for the elimination of the gypsum wallboard, or equivalent, shall be applied as directed in Tables R602.10.3(2) and R602.10.3(4) to the length of cripple wall bracing required. This adjustment shall be taken in addition to the 1.15 increase.
R602.10.11.1 Cripple wall bracing for Seismic Design Categories D0 and D1 and townhouses in Seismic Design Category C. In addition to the requirements in Section R602.10.11, the distance between adjacent edges of braced wall panels for cripple walls along a braced wall line shall be 14 feet (4267 mm) maximum.
Where braced wall lines at interior walls are not supported on a continuous foundation below, the adjacent parallel cripple walls, where provided, shall be braced with Method WSP or Method CS-WSP in accordance with Section R602.10.4. The length of bracing required in accordance with Table R602.10.3(3) for the cripple walls shall be multiplied by 1.5. Where the cripple walls do not have sufficient length to provide the required bracing, the spacing of panel edge fasteners shall be reduced to 4 inches (102 mm) on center and the required bracing length adjusted by 0.7. If the required length can still not be provided, the cripple

wall shall be designed in accordance with accepted engineering practice.
R602.10.11.2 Cripple wall bracing for Seismic Design Category D2. In Seismic Design Category D2, cripple walls shall be braced in accordance with Tables R602.10.3(3) and R602.10.3(4).
R602.10.11.3 Redesignation of cripple walls. Where all cripple wall segments along a braced wall line do not exceed 48 inches (1219 mm) in height, the cripple walls shall be permitted to be redesignated as a firststory wall for purposes of determining wall bracing requirements. Where any cripple wall segment in a braced wall line exceeds 48 inches (1219 mm) in height, the entire cripple wall shall be counted as an additional story. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories, respectively.
R602.11 Wall anchorage. Braced wall line sills shall be anchored to concrete or masonry foundations in accordance with Sections R403.1.6 and R602.11.1.
R602.11.1 Wall anchorage for all buildings in Seismic Design Categories D0, D1 and D2 and townhouses in Seismic Design Category C. Plate washers, not less than 0.229 inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm) in size, shall be provided between the foundation sill plate and the nut except where approved anchor straps are used. The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch (5 mm) larger than the bolt diameter and a slot length not to exceed 13/4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut.
R602.11.2 Stepped foundations in Seismic Design Categories D0, D1 and D2. In all buildings located in Seismic Design Categories D0, D1 or D2, where the height of a required braced wall line that extends from foundation to floor above varies more than 4 feet (1219 mm), the braced wall line shall be constructed in accordance with the following:
1. Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate not less than 4 feet (1219 mm) along the foundation. Anchor bolts shall be located not more than 1 foot and 3 feet (305 and 914 mm) from the step in the foundation. See Figure R602.11.2.
2. Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections R602.10.11, R602.10.11.1 and R602.10.11.2 shall apply.
3. Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403.1.6 and R602.11.1 shall apply.

2015 INTERNATIONAL RESIDENTIAL CODE®

199

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION
2x SILL PLATE

2 FT. MIN.

SPLICE

WHERE FOOTING SECTION "A" IS MORE THAN 8 FT PROVIDE METAL TIE 16 GA BY 1.5 BY 4 FT MIN. EACH SIDE OF SPLICE W/8-16d COMMON NAILS.
2- 2x PLATE

CONCRETE STEPPED FOOTING

2x CRIPPLE STUD WALL

FOOTING SECTION "A"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. Note: Where footing Section "A" is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall.
FIGURE R602.11.2 STEPPED FOUNDATION CONSTRUCTION

R602.12 Simplified wall bracing. Buildings meeting all of the conditions listed below shall be permitted to be braced in accordance with this section as an alternate to the requirements of Section R602.10. The entire building shall be braced in accordance with this section; the use of other bracing provisions of Section R602.10, except as specified herein, shall not be permitted.
1. There shall be not more than three stories above the top of a concrete or masonry foundation or basement wall. Permanent wood foundations shall not be permitted.
2. Floors shall not cantilever more than 24 inches (607 mm) beyond the foundation or bearing wall below.
3. Wall height shall not be greater than 10 feet (3048 mm).
4. The building shall have a roof eave-to-ridge height of 15 feet (4572 mm) or less.
5. Exterior walls shall have gypsum board with a minimum thickness of 1/2 inch (12.7 mm) installed on the interior side fastened in accordance with Table R702.3.5.
6. The structure shall be located where the ultimate design wind speed is less than or equal to 130 mph (58 m/s), and the exposure category is B or C.
7. The structure shall be located in Seismic Design Category A, B or C for detached one- and two-family dwellings or Seismic Design Category A or B for townhouses.
8. Cripple walls shall not be permitted in three-story buildings.
R602.12.1 Circumscribed rectangle. The bracing required for each building shall be determined by circumscribing a rectangle around the entire building on each floor as shown in Figure R602.12.1. The rectangle shall

surround all enclosed offsets and projections such as sunrooms and attached garages. Open structures, such as carports and decks, shall be permitted to be excluded. The rectangle shall not have a side greater than 60 feet (18 288 mm), and the ratio between the long side and short side shall be not greater than 3:1.
R602.12.2 Sheathing materials. The following sheathing materials installed on the exterior side of exterior walls shall be used to construct a bracing unit as defined in Section R602.12.3. Mixing materials is prohibited.
1. Wood structural panels with a minimum thickness of 3/8 inch (9.5 mm) fastened in accordance with Table R602.3(3).
2. Structural fiberboard sheathing with a minimum thickness of 1/2 inch (12.7 mm) fastened in accordance with Table R602.3(1).
R602.12.3 Bracing unit. A bracing unit shall be a fullheight sheathed segment of the exterior wall without openings or vertical or horizontal offsets and a minimum length as specified herein. Interior walls shall not contribute toward the amount of required bracing. Mixing of Items 1 and 2 is prohibited on the same story.
1. Where all framed portions of all exterior walls are sheathed in accordance with Section R602.12.2, including wall areas between bracing units, above and below openings and on gable end walls, the minimum length of a bracing unit shall be 3 feet (914 mm).
2. Where the exterior walls are braced with sheathing panels in accordance with Section R602.12.2 and areas between bracing units are covered with other materials, the minimum length of a bracing unit shall be 4 feet (1219 mm).

200

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

LONG SIDE

TYPICAL WALL CORNER

TYPICAL SEGMENTS OF WALL BETWEEN CORNERS

WALL CONSTRUCTION
LONG SIDE
TYPICAL SEGMENTS OF WALL BETWEEN CORNERS

SHORT SIDE SHORT SIDE

CIRCUMSCRIBING RECTANGLE

FIRST FLOOR PLAN

SECOND FLOOR PLAN

FIGURE R602.12.1 RECTANGLE CIRCUMSCRIBING AN ENCLOSED BUILDING

R602.12.3.1 Multiple bracing units. Segments of wall compliant with Section R602.12.3 and longer than the minimum bracing unit length shall be considered as multiple bracing units. The number of bracing units shall be determined by dividing the wall segment length by the minimum bracing unit length. Full-height sheathed segments of wall narrower than the minimum bracing unit length shall not contribute toward a bracing unit except as specified in Section R602.12.6.
R602.12.4 Number of bracing units. Each side of the circumscribed rectangle, as shown in Figure R602.12.1, shall have, at a minimum, the number of bracing units in accordance with Table R602.12.4 placed on the parallel exterior walls facing the side of the rectangle. Bracing units shall then be placed using the distribution requirements specified in Section R602.12.5.
R602.12.5 Distribution of bracing units. The placement of bracing units on exterior walls shall meet all of the following requirements as shown in Figure R602.12.5.
1. A bracing unit shall begin not more than 12 feet (3658 mm) from any wall corner.
2. The distance between adjacent edges of bracing units shall be not greater than 20 feet (6096 mm).
3. Segments of wall greater than 8 feet (2438 mm) in length shall have not less than one bracing unit.
R602.12.6 Narrow panels. The bracing methods referenced in Section R602.10 and specified in Sections R602.12.6.1 through R602.12.6.3 shall be permitted when using simplified wall bracing.
R602.12.6.1 Method CS-G. Braced wall panels constructed as Method CS-G in accordance with Tables R602.10.4 and R602.10.5 shall be permitted for onestory garages where all framed portions of all exterior walls are sheathed with wood structural panels. Each

CS-G panel shall be equivalent to 0.5 of a bracing unit. Segments of wall that include a Method CS-G panel shall meet the requirements of Section R602.10.4.2.
R602.12.6.2 Method CS-PF. Braced wall panels constructed as Method CS-PF in accordance with Section R602.10.6.4 shall be permitted where all framed portions of all exterior walls are sheathed with wood structural panels. Each CS-PF panel shall equal 0.75 bracing units. Not more than four CS-PF panels shall be permitted on all segments of walls parallel to each side of the circumscribed rectangle. Segments of wall that include a Method CS-PF panel shall meet the requirements of Section R602.10.4.2.
R602.12.6.3 Methods ABW, PFH and PFG. Braced wall panels constructed as Method ABW, PFH and PFG shall be permitted where bracing units are constructed using wood structural panels applied either continuously or intermittently. Each ABW and PFH panel shall equal one bracing unit and each PFG panel shall be equal to 0.75 bracing unit.
R602.12.7 Lateral support. For bracing units located along the eaves, the vertical distance from the outside edge of the top wall plate to the roof sheathing above shall not exceed 9.25 inches (235 mm) at the location of a bracing unit unless lateral support is provided in accordance with Section R602.10.8.2.
R602.12.8 Stem walls. Masonry stem walls with a height and length of 48 inches (1219 mm) or less supporting a bracing unit or a Method CS-G, CS-PF or PFG braced wall panel shall be constructed in accordance with Figure R602.10.9. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall be reinforced sized and located in accordance with Figure R602.10.9.

2015 INTERNATIONAL RESIDENTIAL CODE®

201

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE DESIGN WIND
SPEED (mph)

TABLE R602.12.4 MINIMUM NUMBER OF BRACING UNITS ON EACH SIDE OF THE CIRCUMSCRIBED RECTANGLE

STORY LEVEL

EAVE-TO-RIDGE HEIGHT
(feet)

MINIMUM NUMBER OF BRACING UNITS ON EACH LONG SIDEa, b, d
Length of short side (feet)c
10 20 30 40 50 60

MINIMUM NUMBER OF BRACING UNITS ON EACH SHORT SIDEa, b, d
Length of long side (feet)c
10 20 30 40 50 60

1 2 2 2 33122233

2 3 3 4 56233456

2 3 4 6 78234678 115
1 2 3 3 44123344

2 3 4 5 67234567

2 4 5 6 79245679

1 2 2 3 34122334

2 3 4 5 67234567

2 4 5 7 8 10 2 4 5 7 8 10 130
2 3 3 4 46233446

3 4 6 7 8 10 3 4 6 7 8 10

3 6 7 10 11 13 3 6 7 10 11 13
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Interpolation shall not be permitted. b. Cripple walls or wood-framed basement walls in a walk-out condition shall be designated as the first story and the stories above shall be redesignated as the
second and third stories, respectively, and shall be prohibited in a three-story structure. c. Actual lengths of the sides of the circumscribed rectangle shall be rounded to the next highest unit of 10 when using this table. d. For Exposure Category C, multiply bracing units by a factor of 1.20 for a one-story building, 1.30 for a two-story building and 1.40 for a three-story building.

202

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

WALL CORNER

20 FT. MAX

12 FT. MAX

WALL CORNER

20 FT. MAX

12 FT. MAX

4 FT. BRACING UNIT
MULTIPLE BRACING UNITS EQUAL LENGTH DIVIDED BY 4
BRACING WITH AREAS BETWEEN COVERED WITH OTHER MATERIALS

3 FT. BRACING UNIT
MULTIPLE BRACING UNITS EQUAL LENGTH DIVIDED BY 3
BRACING UNITS WITH ALL FRAMED PORTIONS OF WALL SHEATHED

For SI: 1 foot = 304.8 mm.

FIGURE R602.12.5 BRACING UNIT DISTRIBUTION

WALL CORNER

SECTION R603 COLD-FORMED STEEL WALL FRAMING
R603.1 General. Elements shall be straight and free of any defects that would significantly affect structural performance. Cold-formed steel wall framing members shall be in accordance with the requirements of this section.
R603.1.1 Applicability limits. The provisions of this section shall control the construction of exterior cold-formed steel wall framing and interior load-bearing cold-formed steel wall framing for buildings not more than 60 feet (18 288 mm) long perpendicular to the joist or truss span, not more than 40 feet (12 192 mm) wide parallel to the joist or truss span, and less than or equal to three stories above grade plane. Exterior walls installed in accordance with the provisions of this section shall be considered as loadbearing walls. Cold-formed steel walls constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed is less than 139 miles per hour (62 m/s), Exposure Category B or C, and the ground snow load is less than or equal to 70 pounds per square foot (3.35 kPa).
R603.1.2 In-line framing. Load-bearing cold-formed steel studs constructed in accordance with Section R603 shall be located in-line with joists, trusses and rafters in accordance with Figure R603.1.2 and the tolerances specified as follows:
1. The maximum tolerance shall be 3/4 inch (19 mm) between the centerline of the horizontal framing member and the centerline of the vertical framing member.
2. Where the centerline of the horizontal framing member and bearing stiffener is located to one side of the centerline of the vertical framing member, the maximum tolerance shall be 1/8 inch (3 mm) between the web of the horizontal framing member and the edge of the vertical framing member.
R603.2 Structural framing. Load-bearing cold-formed steel wall framing members shall be in accordance with this section.

R603.2.1 Material. Load-bearing cold-formed steel framing members shall be cold formed to shape from structuralquality sheet steel complying with the requirements of ASTM A 1003: Structural Grades 33 Type H and 50 Type H.
R603.2.2 Corrosion protection. Load-bearing coldformed steel framing shall have a metallic coating complying with ASTM A 1003 and one of the following:
1. A minimum of G 60 in accordance with ASTM A 653.
2. A minimum of AZ 50 in accordance with ASTM A 792.
R603.2.3 Dimension, thickness and material grade. Load-bearing cold-formed steel wall framing members shall comply with Figure R603.2.3(1) and with the dimensional and thickness requirements specified in Table R603.2.3. Additionally, C-shaped sections shall have a minimum flange width of 15/8 inches (41 mm) and a maximum flange width of 2 inches (51 mm). The minimum lip size for C-shaped sections shall be 1/2 inch (12.7 mm). Track sections shall comply with Figure R603.2.3(2) and shall have a minimum flange width of 11/4 inches (32 mm). Minimum Grade 33 ksi steel shall be used wherever 33 mil and 43 mil thicknesses are specified. Minimum Grade 50 ksi steel shall be used wherever 54 and 68 mil thicknesses are specified.
R603.2.4 Identification. Load-bearing cold-formed steel framing members shall have a legible label, stencil, stamp or embossment with the following information as a minimum:
1. Manufacturer's identification.
2. Minimum base steel thickness in inches (mm).
3. Minimum coating designation.
4. Minimum yield strength, in kips per square inch (ksi) (MPa).

2015 INTERNATIONAL RESIDENTIAL CODE®

203

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

HORIZONTAL FRAMING MEMBER
BEARING STIFFENER TRACK

STUD

CL STUD

HORIZONTAL HORIZONTAL

CL FRAMING MEMBER

3/4" MAX.

VERTICAL CL FRAMING
MEMBER For SI: 1 inch = 25.4 mm,

VERTICAL CL FRAMING
MEMBER
FIGURE R603.1.2 IN-LINE FRAMING

HORIZONTAL FRAMING MEMBER
BEARING STIFFENER TRACK

STUD

BEARING STIFFENER

HORIZONTAL

FRAMING MEMBER

3/4" MAX.

1/8 MAX.

FROM WEB OF

HORIZONTAL

FRAMING

MEMBER TO

EDGE OF

VERTICAL FRAMING MEMBER

VERTICAL CL FRAMING
MEMBER

FLANGE

WEB
DEPTH OF WEB (OUTSIDE TO OUTSIDE)

LIP WEB

SIZE OF TRACK (INSIDE TO INSIDE)

FIGURE R603.2.3(1) C-SHAPED SECTION

FIGURE R603.2.3(2) TRACK SECTION

204

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.2.3 LOAD-BEARING COLD-FORMED STEEL STUD SIZES AND THICKNESSES

MEMBER DESIGNATIONa

WEB DEPTH (inches)

MINIMUM BASE STEEL THICKNESS mil (inches)

350S162-t

3.5

33 (0.0329), 43 (0.0428), 54 (0.0538)

550S162-t

5.5

33 (0.0329), 43 (0.0428), 54 (0.0538), 68 (0.0677)

For SI: 1 inch = 25.4 mm; 1 mil = 0.0254 mm. a. The member designation is defined by the first number representing the member depth in hundredths of an inch, "S" representing a stud or joist member, the
second number representing the flange width in hundredths of an inch, and the letter "t" shall be a number representing the minimum base metal thickness in mils.

R603.2.5 Fastening. Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of 1/2 inch (12.7 mm), shall be selfdrilling tapping and shall conform to ASTM C 1513. Structural sheathing shall be attached to cold-formed steel studs with minimum No. 8 self-drilling tapping screws that conform to ASTM C 1513. Screws for attaching structural sheathing to cold-formed steel wall framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of 3/8 inch (9.5 mm). Gypsum board shall be attached to cold-formed steel wall framing with minimum No. 6 screws conforming to ASTM C 954 or ASTM C 1513 with a bugle-head style and shall be installed in accordance with Section R702. For connections, screws shall extend through the steel a minimum of three exposed threads. Fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.
R603.2.6 Web holes, web hole reinforcing and web hole patching. Web holes, web hole reinforcing and web hole patching shall be in accordance with this section.
R603.2.6.1 Web holes. Web holes in wall studs and other structural members shall comply with all of the following conditions:
1. Holes shall conform to Figure R603.2.6.1.
2. Holes shall be permitted only along the centerline of the web of the framing member.
3. Holes shall have a center-to-center spacing of not less than 24 inches (610 mm).
4. Holes shall have a web hole width not greater than 0.5 times the member depth, or 11/2 inches (38 mm).
5. Holes shall have a web hole length not exceeding 41/2 inches (114 mm).
6. Holes shall have a minimum distance between the edge of the bearing surface and the edge of the web hole of not less than 10 inches (254 mm).
Framing members with web holes not conforming to the above requirements shall be reinforced in accordance with Section R603.2.6.2, patched in accordance with Section R603.2.6.3 or designed in accordance with accepted engineering practice.

10 MIN. 24 MIN.

4½ MAX.
PENETRATION (HOLE, PUNCHOUT)
1½ MAX.

CL STUD & PUNCHOUT
For SI: 1 inch = 25.4 mm.
FIGURE R603.2.6.1 WALL STUD WEB HOLES
R603.2.6.2 Web hole reinforcing. Web holes in gable endwall studs not conforming to the requirements of Section R603.2.6.1 shall be permitted to be reinforced if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R603.2.6.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center-to-center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm).
R603.2.6.3 Hole patching. Web holes in wall studs and other structural members not conforming to the requirements in Section R603.2.6.1 shall be permitted to be patched in accordance with either of the following methods:
1. Framing members shall be replaced or designed in accordance with accepted engineering practice where web holes exceed the following size limits:
1.1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web.

2015 INTERNATIONAL RESIDENTIAL CODE®

205

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

1.2. The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.
2. Web holes not exceeding the dimensional requirements in Section R603.2.6.3, Item 1, shall be patched with a solid steel plate, stud section or track section in accordance with Figure R603.2.6.3. The steel patch shall, as a minimum, be the same thickness as the receiving member and shall extend not less than1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center-to-center along the edges of the patch with a minimum edge distance of 1/2 inch (12.7 mm).
R603.3 Wall construction. Exterior cold-formed steel framed walls and interior load-bearing cold-formed steel framed walls shall be constructed in accordance with the provisions of this section.
STUD
NO. 8 SCREWS SPACED AT 1 O.C. (TYP.)
SOLID STEEL PLATE, C-SHAPE OR TRACK, MIN. THICKNESS AS STUD
For SI: 1 inch = 25.4 mm. FIGURE R603.2.6.3
WALL STUD WEB HOLE PATCH
R603.3.1 Wall to foundation or floor connection. Coldformed steel framed walls shall be anchored to foundations or floors in accordance with Table R603.3.1 and Figure R603.3.1(1), R603.3.1(2), R603.3.1(3) or R603.3.1(4). Anchor bolts shall be located not more than 12 inches (305 mm) from corners or the termination of bottom tracks. Anchor bolts shall extend not less than 15 inches (381 mm) into masonry or 7 inches (178 mm) into concrete. Foundation anchor straps shall be permitted, in lieu of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

R603.3.1.1 Gable endwalls. Gable endwalls with heights greater than 10 feet (3048 mm) shall be anchored to foundations or floors in accordance with Table R603.3.1.1(1) or R603.3.1.1(2).
R603.3.2 Minimum stud sizes. Cold-formed steel walls shall be constructed in accordance with Figure R603.3.1(1), R603.3.1(2) or R603.3.1(3), as applicable. Exterior wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(16). Interior load-bearing wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(16) based upon an ultimate design wind speed of 115 miles per hour (51 m/s), Exposure Category B, and the building width, stud spacing and snow load, as appropriate. Fastening requirements shall be in accordance with Section R603.2.5 and Table R603.3.2(1). Top and bottom tracks shall have the same minimum thickness as the wall studs.
Exterior wall studs shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where both of the following conditions exist:
1. Minimum of 1/2-inch (12.7 mm) gypsum board is installed and fastened on the interior surface in accordance with Section R702.
2. Wood structural sheathing panels of minimum 7/16inch-thick (11.1 mm) oriented strand board or 15/32inch-thick (12 mm) plywood are installed and fastened in accordance with Section R603.9.1 and Table R603.3.2(1) on the outside surface.
Interior load-bearing walls shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where not less than 1/2-inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on both sides of the wall. The tabulated stud thickness for load-bearing walls shall be used when the attic load is 10 pounds per square foot (480 Pa) or less. A limited attic storage load of 20 pounds per square foot (960 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(16).
For two-story buildings, the tabulated stud thickness for walls supporting one floor, roof and ceiling shall be used when the second-floor live load is 30 pounds per square foot (1440 Pa). Second-floor live loads of 40 psf (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(11).
For three-story buildings, the tabulated stud thickness for walls supporting one or two floors, roof and ceiling shall be used when the third-floor live load is 30 pounds per square foot (1440 Pa). Third-floor live loads of 40 pounds per square foot (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(12) through R603.3.2(16).

206

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.3.1 WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa, b

FRAMING CONDITION

115 B

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

126 B or 110 C

< 139 B or 115 C

126 C

< 139 C

Wall bottom track to floor per Figure R603.3.1(1)

1-No. 8 screw at 1-No. 8 screw at 1-No. 8 screw at 2-No. 8 screws at 2-No. 8 screws at

12 o.c.

Wall bottom track to foundation per Figure R603.3.1(2)d

1/2 minimum diameter anchor
bolt at 6 o.c.

1/2 minimum diameter anchor
bolt at 4 o.c.

Wall bottom track to wood sill per Figure R603.3.1(3)

Steel plate spaced Steel plate spaced Steel plate spaced Steel plate spaced Steel plate spaced at 4 o.c., with 4- at 3 o.c., with 4- at 3 o.c., with 4- at 2 o.c., with 4- at 2 o.c., with 4No. 8 screws and No. 8 screws and No. 8 screws and No. 8 screws and No. 8 screws and
4-10d or 6-8d 4-10d or 6-8d 4-10d or 6-8d 4-10d or 6-8d 4-10d or 6-8d common nails common nails common nails common nails common nails

Stud Spacing (inches)

Roof Span (feet)

124

209

151

249

Wind uplift

179

289

connector

206

329

strength (lbs)c, e

117

239

374

186

314

227

374

117

268

434

141

309

494

176

359

562

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm, 1 pound = 4.45 N. a. Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks such as, at door openings or corners. Bolts are to
extend not less than 15 inches into masonry or 7 inches into concrete. b. All screw sizes shown are minimum. c. NR = Uplift connector not required. d. Foundation anchor straps are permitted in place of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and
installed in accordance with manufacturer's requirements. e. See Figure R603.3.1(4) for details.

2015 INTERNATIONAL RESIDENTIAL CODE®

207

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED (mph)

Exposure Category

115

126 110

< 139 115

126

-- < 139

TABLE R603.3.1.1(1) GABLE ENDWALL TO FLOOR CONNECTION REQUIREMENTSa, b, c
WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION

10 < h 14
1-No. 8 screw @ 12 o.c. 1-No. 8 screw @ 12 o.c. 1-No. 8 screw @ 12 o.c. 1-No. 8 screw @ 12 o.c. 2-No. 8 screws @ 12 o.c.

Stud height, h (feet)
14 < h 18
1-No. 8 screw @ 12 o.c. 1-No. 8 screw @ 12 o.c. 1-No. 8 screw @ 12 o.c. 2-No. 8 screws @ 12 o.c. 1-No. 8 screw @ 8 o.c.

18 < h 22
1-No. 8 screw @ 12 o.c. 1-No. 8 screw @ 12 o.c. 2-No. 8 screws @ 12 o.c. 1-No. 8 screw @ 8 o.c. 2-No. 8 screws @ 8 o.c.

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm. a. Refer to Table R603.3.1.1(2) for gable endwall bottom track to foundation connections. b. Where attachment is not given, special design is required. c. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.

TABLE R603.3.1.1(2) GABLE ENDWALL BOTTOM TRACK TO FOUNDATION CONNECTION REQUIREMENTSa, b, c

ULTIMATE WIND SPEED (mph)

MINIMUM SPACING FOR 1/2-INCH-DIAMETER ANCHOR BOLTSd

Exposure Category

10 < h 14

Stud height, h (feet)
14 < h 18

18 < h 22

115

6- 0 o.c.

5- 7 o.c.

6- 0 o.c.

126

110

5- 10 o.c.

6- 0 o.c.

< 139

115

4- 10 o.c.

5- 6 o.c.

6- 0 o.c.

126

4- 1 o.c.

6- 0 o.c.

< 139

5- 1 o.c.

6- 0 o.c.

5- 2 o.c.

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm. a. Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections. b. Where attachment is not given, special design is required. c. Stud height, h, is measured from wall bottom track to wall top track or brace connection height. d. Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and
installed in accordance with manufacturer's requirements.

STRUCTURAL STEEL STUD

FLOOR JOIST

FLOOR SHEATHING

NO. 8 SCREWS SPACED PER TABLE R603.3.1

STRUCTURAL STUD

FIGURE R603.3.1(1) WALL TO FLOOR CONNECTION

208

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TRACK For SI: 1 inch = 25.4 mm.

STUD

MIN6IMUM

NO. 8 SCREW THROUGH EACH FLANGE
4 NO. 8 SCREWS THROUGH EACH FLANGE
STUD BLOCKING INSIDE WALL TRACK (MINIMUM THICKNESS OF STUD)
ANCHOR BOLT OR OTHER CONNECTION AS REQUIRED
FOUNDATION OR SLAB ON GRADE
SILL SEALER AS REQUIRED

FIGURE R603.3.1(2) WALL TO FOUNDATION CONNECTION

SPACING OF PLATES STUD

TRACK WOOD SILL

MINIMUM 3 x 4 x 33 MIL METAL PLATE
4-10d OR 6-8d COMMON NAIL
NO. 8 SCREW THROUGH EACH FLANGE
MINIMUM 4 NO. 8 SCREWS
ANCHOR BOLT THROUGH WOOD SILL OR OTHER CONNECTION AS REQUIRED

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.

FOUNDATION OR SLAB ON GRADE
FIGURE R603.3.1(3) WALL TO WOOD SILL CONNECTION

2015 INTERNATIONAL RESIDENTIAL CODE®

209

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION
ANCHOR BOLT OR OTHER CONNECTOR AS REQUIRED

CONTINUOUS 1.25 IN. .33 MIL STEEL STRAP UNDER WOOD SILL ATTACHED TO EACH FLANGE OF STUD
WOOD FOUNDATION SILL

FIGURE R603.3.1(4) WIND UPLIFT CONNECTOR

DESCRIPTION OF BUILDING ELEMENT
Wall stud to top or bottom track
Structural sheathing to wall studs
1/2 gypsum board to framing

TABLE R603.3.2(1) WALL FASTENING SCHEDULEa
NUMBER AND SIZE OF FASTENERSa 2-No. 8 screws
No. 8 screwsb
No. 6 screws

SPACING OF FASTENERS
Each end of stud, one per flange
6 o.c. on edges and 12 o.c. at intermediate
supports
12 o.c.

For SI: 1 inch = 25.4 mm. a. All screw sizes shown are minimum. b. Screws for attachment of structural sheathing panels are to be bugle-head, flat-head, or similar head styles with a minimum head diameter of 0.29 inch.

210

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.3.2(2) 24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

Exp. B Exp. C

350S162

115

550S162

33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 43 33 33 43 43 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33

350S162

126

110

550S162

33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 43 43 43 43 43 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 33 33 33 33 43

16 350S162
24 < 139 115
16 550S162
24

33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 43 43 43 43 43 43 43 54 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 33 43 43 43 43

350S162

126

550S162

33 33 33 33 33 33 33 33 43 43 43 43 43 43 43 43 43 43 43 43 54 54 54 54 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 43 43 43 43 43 43 43 43

16 350S162
24 -- < 139
16 550S162
24

33 33 33 33 43 43 43 43 43 43 43 43 43 43 43 43 54 54 54 54 54 54 54 54 33 33 33 33 33 33 33 33 33 33 33 33 33 43 43 43 43 43 43 43 43 43 43 43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
a. Deflection criterion: L/240. b. Design load assumptions:
Second-floor dead load is 10 psf. Second-floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the wall studs. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

2015 INTERNATIONAL RESIDENTIAL CODE®

211

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.3.2(3) 28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

Exp. B

Exp. C

350S162

115

550S162

33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 43 33 33 43 43 33 33 43 54 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 43 33 33 33 43

350S162

126

110

550S162

33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 43 33 33 43 43 43 43 43 54 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 43 33 33 33 43

16 350S162
24 < 139 115
16 550S162
24

33 33 33 33 33 33 33 33 33 33 33 43 33 33 43 43 43 43 43 43 43 43 43 54 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 43 43 43 43 43

350S162

126

550S162

33 33 33 33 33 33 33 33 43 43 43 43 43 43 43 54 43 43 43 54 54 54 54 54 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 43 43 43 43 43 43 43 43

350S162

< 139

550S162

33 33 33 33 43 43 43 43 43 43 43 43 43 43 43 54 54 54 54 54 54 54 54 54 33 33 33 33 33 33 33 33 33 33 33 33 43 43 43 43 43 43 43 43 43 43 43 43

212

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)
Exp. B Exp. C

115

126

110

< 139 115

126

< 139

TABLE R603.3.2(4) 32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

33 33 33 33 33 33 33 33 33 33 33 43

350S162

33 33 43 54 33 33 43 43 33 33 43 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 33 43 33 33 33 43 33 33 33 43

33 33 33 33 33 33 33 33 33 33 33 43

350S162

33 33 43 54 33 33 43 54 43 43 43 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 33 43 33 33 33 43 33 33 33 43

33 33 33 43 33 33 33 33 33 33 33 43

350S162

33 33 43 54 43 43 43 54 43 43 43 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 33 43 33 33 33 43 43 43 43 43

350S162

43 43 43 54 43 43 43 54 54 54 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 43 43 43 43 43 43 43 43 43

33 33 33 43 43 43 43 43 43 43 43 43

350S162

43 43 43 54 54 54 54 54 54 54 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

43 43 43 43 43 43 43 43 43 43 43 43

2015 INTERNATIONAL RESIDENTIAL CODE®

213

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE
CATEORY (mph)
Exp. B Exp. C

115

126 110

< 139 115

126

-- < 139

TABLE R603.3.2(5) 36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

33 33 33 43 33 33 33 43 33 33 33 43

350S162

33 33 43 54 33 33 43 54 33 43 43 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 43 33 33 43 43 33 33 43 43

33 33 33 43 33 33 33 43 33 33 33 43

350S162

33 33 43 54 33 33 43 54 43 43 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 43 33 33 43 43 33 33 43 43

33 33 33 43 33 33 33 33 33 33 33 43

350S162

33 33 43 54 43 43 43 43 43 43 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 43 33 33 43 43 43 43 43 43

33 33 33 43 33 33 33 43 43 43 43 43

350S162

43 43 43 54 43 43 43 54 54 54 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 43 43 43 43 43 43 43 43 43

33 33 33 43 43 43 43 43 43 43 43 43

350S162

43 43 54 54 54 54 54 54 54 54 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

43 43 43 54 43 33 43 43 43 43 43 54

214

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.3.2(6) 40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

Exp. B Exp. C

33 33 33 43 33 33 33 43 33 33 33 43

350S162

33 33 43 54 33 33 43 54 43 43 54 54

115

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 54 33 33 43 43 33 33 43 54

33 33 33 43 33 33 33 43 33 33 43 43

350S162

33 43 43 54 33 43 43 54 43 43 54 54

126 110

33 33 33 43 33 33 33 33 33 33 33 33

550S162

33 33 43 54 33 33 43 43 33 33 43 54

33 33 33 43 33 33 33 43 33 33 43 43

350S162

33 43 43 54 43 43 43 54 43 43 54 54

< 139 115

33 33 33 43 33 33 33 33 33 33 33 43

550S162

33 33 43 54 33 33 43 43 43 43 43 54

33 33 33 43 33 33 33 43 43 43 43 43

350S162

43 43 54 54 43 43 54 54 54 54 54 54

126

33 33 33 43 33 33 33 33 33 33 33 43

550S162

33 33 43 54 43 43 43 54 43 43 43 54

33 33 43 43 43 43 43 43 43 43 43 54

350S162

43 43 54 54 54 54 54 54 54 54 54 68

-- < 139

33 33 33 43 33 33 33 43 33 33 33 43

550S162

43 43 43 54 43 43 43 54 43 43 43 54

2015 INTERNATIONAL RESIDENTIAL CODE®

215

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

Exp. B

Exp. C

115

126

110

< 139

115

126

< 139

TABLE R603.3.2(7) 24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

16 350S162
24

33 33 33 33 33 33 33 33 33 33 33 43 33 33 43 43 33 43 43 43 43 43 43 54

16 550S162
24

33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 43 33 33 33 43

16 350S162
24

33 33 33 33 33 33 33 33 33 33 33 43 33 43 43 43 43 43 43 43 43 43 43 54

16 550S162
24

33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 43 33 33 33 43

16 350S162
24

33 33 33 43 33 33 33 33 33 33 43 43 43 43 43 43 43 43 43 43 54 54 54 54

16 550S162
24

33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 43 43 43 43 43

16 350S162
24

33 33 33 43 33 33 33 43 43 43 43 43 43 43 43 54 43 43 54 54 54 54 54 54

16 550S162
24

33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 43 43 43 43 43 43 43 43 43

16 350S162
24

33 33 33 43 43 43 43 43 43 43 43 43 43 43 43 54 54 54 54 54 54 54 54 54

16 550S162
24

33 33 33 33 33 33 33 33 33 33 33 33 43 43 43 43 43 43 43 43 43 43 43 43

216

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

Exp. B

Exp. C

115

126

110

< 139

115

126

< 139

TABLE R603.3.2(8) 28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

33 33 33 43 33 33 33 43 33 33 33 43

350S162

43 43 43 54 43 43 43 54 43 43 43 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 43 33 33 43 43 33 33 43 43

33 33 33 43 33 33 33 43 33 33 43 43

350S162

43 43 43 54 43 43 43 54 43 43 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 43 33 33 43 43 33 33 43 43

33 33 33 43 33 33 33 43 43 43 43 43

350S162

43 43 43 54 43 43 43 54 54 54 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 43 33 33 43 43 43 43 43 43

33 33 33 43 33 33 43 43 43 43 43 43

350S162

43 43 43 54 54 54 54 54 54 54 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

33 33 43 43 43 43 43 43 43 43 43 43

33 33 43 43 43 43 43 43 43 43 43 54

350S162

43 43 54 54 54 54 54 54 54 54 54 54

33 33 33 33 33 33 33 33 33 33 33 33

550S162

43 43 43 43 43 43 43 43 43 43 43 43

2015 INTERNATIONAL RESIDENTIAL CODE®

217

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

Exp. B

Exp. C

115

126

110

< 139

115

126

< 139

TABLE R603.3.2(9) 32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d

MINIMUM STUD THICKNESS (mils)

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

9-foot Studs Ground Snow Load (psf)

10-foot Studs

350S162 550S162 350S162 550S162 350S162 550S162 350S162 550S162 350S162 550S162

20 30 50 70 20 30 50 70 20 30 50 70

33 33 33 43 33 33 33 43 33 33 43 43

43 43 43 54 43 43 43 54 43 43 54 54

33 33 33 43 33 33 33 33 33 33 33 43

33 43 43 54 33 33 43 43 33 33 43 43

33 33 33 43 33 33 33 43 33 43 43 43

43 43 43 54 43 43 43 54 54 54 54 54

33 33 33 43 33 33 33 33 33 33 33 43

33 43 43 54 33 33 43 43 33 33 43 43

33 33 43 43 33 33 33 43 43 43 43 43

43 43 54 54 43 43 54 54 54 54 54 54

33 33 33 43 33 33 33 33 33 33 33 43

33 43 43 54 33 33 43 43 43 43 43 54

33 33 43 43 43 43 43 43 43 43 43 43

43 43 54 54 54 54 54 54 54 54 54 54

33 33 33 43 33 33 33 33 33 33 33 43

33 43 43 54 43 43 43 43 43 43 43 54

43 43 43 43 43 43 43 43 43 43 54 54

54 54 54 54 54 54 54 54 54 54 54 54

33 33 33 43 33 33 33 43 33 33 33 43

43 43 43 54 43 43 43 43 43 43 43 54

218

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)
Exp. B Exp. C

115

126 110

< 139 115

126

-- < 139

TABLE R603.3.2(10) 36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

33 33 43 43 33 33 43 43 33 33 43 43

350S162

43 43 54 54 43 43 54 54 54 54 54 54

33 33 33 43 33 33 33 43 33 33 33 43

550S162

43 43 43 54 43 43 43 54 43 43 43 54

33 33 43 43 33 33 43 43 43 43 43 43

350S162

43 43 54 54 43 43 54 54 54 54 54 54

33 33 33 43 33 33 33 43 33 33 33 43

550S162

43 43 43 54 43 43 43 54 43 43 43 54

33 33 43 43 33 33 43 43 43 43 43 54

350S162

43 43 54 54 54 54 54 54 54 54 54 54

33 33 33 43 33 33 33 43 33 33 33 43

550S162

43 43 43 54 43 43 43 54 43 43 43 54

33 33 43 43 43 43 43 43 43 43 43 54

350S162

54 54 54 54 54 54 54 54 54 54 54 68

33 33 33 43 33 33 33 43 33 33 33 43

550S162

43 43 43 54 43 43 43 54 43 43 43 54

43 43 43 43 43 43 43 43 43 54 54 54

350S162

54 54 54 54 54 54 54 54 54 54 54 68

33 33 33 43 33 33 33 43 33 33 33 43

550S162

43 43 43 54 43 43 43 54 43 43 43 54

2015 INTERNATIONAL RESIDENTIAL CODE®

219

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

Exp. B

Exp. C

115

126

110

< 139 115

126

< 139

TABLE R603.3.2(11) 40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

33 33 43 43 33 33 43 43 43 43 43 54

350S162

43 43 54 54 43 43 54 54 54 54 54 54

33 33 33 43 33 33 33 43 33 33 33 43

550S162

43 43 54 54 43 43 43 54 43 43 43 54

33 33 43 43 33 33 43 43 43 43 43 54

350S162

43 43 54 54 43 43 54 54 54 54 54 54

33 33 33 43 33 33 33 43 33 33 33 43

550S162

43 43 54 54 43 43 43 54 43 43 43 54

33 33 43 43 43 43 43 43 43 43 43 54

350S162

43 43 54 54 54 54 54 54 54 54 54 68

33 33 43 43 33 33 33 43 33 33 33 43

550S162

43 43 54 54 43 43 43 54 43 43 43 54

43 43 43 54 43 43 43 54 43 43 54 54

350S162

54 54 54 54 54 54 54 54 54 54 54 68

33 33 43 43 33 33 33 43 33 33 43 43

550S162

43 43 54 54 43 43 43 54 43 43 54 54

43 43 43 54 43 43 43 54 54 54 54 54

350S162

54 54 54 68 54 54 54 54 54 54 54 68

33 33 43 43 33 33 33 43 33 33 43 43

550S162

43 43 54 54 43 43 43 54 43 43 54 54

220

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.3.2(12) 24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

Exp. B Exp. C

43 43 43 43 33 33 33 43 43 43 43 43

350S162

54 54 54 54 43 43 54 54 54 54 54 54

115

33 33 43 43 33 33 33 33 33 33 33 43

550S162

43 43 54 54 43 43 43 43 43 43 43 54

43 43 43 43 33 33 33 43 43 43 43 43

350S162

54 54 54 54 54 54 54 54 54 54 54 54

126

110

33 33 43 43 33 33 33 33 33 33 33 43

550S162

43 43 54 54 43 43 43 43 43 43 43 54

43 43 43 43 43 43 43 43 43 43 43 43

350S162

54 54 54 54 54 54 54 54 54 54 54 54

< 139 115

33 33 43 43 33 33 33 33 33 33 33 43

550S162

43 43 54 54 43 43 43 43 43 43 43 54

43 43 43 43 43 43 43 43 43 43 43 54

350S162

54 54 54 54 54 54 54 54 54 54 54 54

126

33 33 43 43 33 33 33 33 33 33 33 43

550S162

43 43 54 54 43 43 43 43 43 43 43 54

43 43 43 43 43 43 43 43 54 54 54 54

350S162

54 54 54 54 54 54 54 54 54 54 54 68

< 139

33 33 43 43 33 33 33 33 33 33 33 43

550S162

43 43 54 54 43 43 43 43 43 43 43 54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
a. Deflection criterion: L/240. b. Design load assumptions:
Top- and middle-floor dead load is 10 psf. Top-floor live load is 30 psf. Middle-floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the wall studs. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

2015 INTERNATIONAL RESIDENTIAL CODE®

221

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.3.2(13) 28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

Exp. B Exp. C

43 43 43 43 43 43 43 43 43 43 43 43

350S162

54 54 54 54 54 54 54 54 54 54 54 54

115

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

43 43 43 43 43 43 43 43 43 43 43 43

350S162

54 54 54 54 54 54 54 54 54 54 54 54

126 110

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

43 43 43 43 43 43 43 43 43 43 43 43

350S162

54 54 54 54 54 54 54 54 54 54 54 54

< 139 115

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

43 43 43 43 43 43 43 43 43 43 54 54

350S162

54 54 54 54 54 54 54 54 54 54 54 68

126

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

43 43 43 43 43 43 43 43 54 54 54 54

350S162

54 54 54 54 54 54 54 54 68 68 68 68

-- < 139

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
a. Deflection criterion: L/240. b. Design load assumptions:
Top- and middle-floor dead load is 10 psf. Top-floor live load is 30 psf. Middle-floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the wall studs. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

222

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

Exp. B

Exp. C

115

126

110

< 139

115

126

< 139

TABLE R603.3.2(14) 32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

43 43 43 54 43 43 43 43 43 43 43 54

350S162

54 54 54 68 54 54 54 54 54 54 54 68

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

43 43 43 54 43 43 43 43 43 43 43 54

350S162

54 54 54 68 54 54 54 54 54 54 54 68

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

43 43 43 54 43 43 43 43 43 43 54 54

350S162

54 54 54 68 54 54 54 54 54 54 54 68

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

43 43 43 54 43 43 43 43 54 54 54 54

350S162

54 54 54 68 54 54 54 54 68 68 68 68

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

43 43 43 54 43 43 54 54 54 54 54 54

350S162

54 54 54 68 54 54 54 54 68 68 68 68

43 43 43 43 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
a. Deflection criterion: L/240. b. Design load assumptions:
Top- and middle-floor dead load is 10 psf. Top-floor live load is 30 psf. Middle-floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the wall studs. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

2015 INTERNATIONAL RESIDENTIAL CODE®

223

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)
Exp. B Exp. C

115

126

110

< 139 115

126

< 139

TABLE R603.3.2(15) 36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d

MEMBER SIZE

STUD SPACING (inches)

8-foot Studs

MINIMUM STUD THICKNESS (mils) 9-foot Studs
Ground Snow Load (psf)

10-foot Studs

54 54 54 54 43 43 43 54 54 54 54 54

350S162

68 68 68 68 54 54 54 68 68 68 68 68

43 43 43 54 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

54 54 54 54 43 43 43 54 54 54 54 54

350S162

68 68 68 68 54 54 54 68 68 68 68 68

43 43 43 54 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

54 54 54 54 43 43 43 54 54 54 54 54

350S162

68 68 68 68 54 54 54 68 68 68 68 68

43 43 43 54 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

54 54 54 54 43 43 54 54 54 54 54 54

350S162

68 68 68 68 54 54 54 68 68 68 68 68

43 43 43 54 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

54 54 54 54 54 54 54 54 54 54 54 68

350S162

68 68 68 68 54 54 68 68 68 68 68 68

43 43 43 54 43 43 43 43 43 43 43 43

550S162

54 54 54 54 54 54 54 54 54 54 54 54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
a. Deflection criterion: L/240. b. Design load assumptions:
Top- and middle-floor dead load is 10 psf. Top-floor live load is 30 psf. Middle-floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the wall studs. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

224

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)
Exp. B Exp. C

115

126

110

< 139 115

126

-- < 139

TABLE R603.3.2(16) 40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d

MINIMUM STUD THICKNESS (mils)

MEMBER STUD SPACING

SIZE

(inches)

8-foot Studs

9-foot Studs Ground Snow Load (psf)

10-foot Studs

54 54 54 54 54 54 54 54 54 54 54 54

350S162

68 68 68 68 68 68 68 68 68 68 68 68

54 54 54 54 43 43 54 54 43 43 54 54

550S162

54 54 54 68 54 54 54 54 54 54 54 54

54 54 54 54 54 54 54 54 54 54 54 54

350S162

68 68 68 68 68 68 68 68 68 68 68 68

54 54 54 54 43 43 54 54 43 43 54 54

550S162

54 54 54 68 54 54 54 54 54 54 54 54

54 54 54 54 54 54 54 54 54 54 54 54

350S162

68 68 68 68 68 68 68 68 68 68 68 68

54 54 54 54 43 43 54 54 43 43 54 54

550S162

54 54 54 68 54 54 54 54 54 54 54 54

54 54 54 54 54 54 54 54 54 54 54 54

350S162

68 68 68 68 68 68 68 68 68 68 68 68

54 54 54 54 43 43 54 54 43 43 54 54

550S162

54 54 54 68 54 54 54 54 54 54 54 54

54 54 54 54 54 54 54 54 54 54 54 54

350S162

68 68 68 68 68 68 68 68 68 68 68 --

54 54 54 54 43 43 54 54 43 43 54 54

550S162

54 54 54 68 54 54 54 54 54 54 54 54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
a. Deflection criterion: L/240. b. Design load assumptions:
Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the wall studs. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

2015 INTERNATIONAL RESIDENTIAL CODE®

225

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R603.3.2.1 Gable endwalls. The size and thickness of gable endwall studs with heights less than or equal to 10 feet (3048 mm) shall be permitted in accordance with the limits set forth in Table R603.3.2.1(1). The size and thickness of gable endwall studs with heights greater than 10 feet (3048 mm) shall be determined in accordance with the limits set forth in Table R603.3.2.1(2)
R603.3.3 Stud bracing. The flanges of cold-formed steel studs shall be laterally braced in accordance with one of the following:
1. Gypsum board on both sides, structural sheathing on both sides, or gypsum board on one side and structural sheathing on the other side of load-bearing walls with gypsum board installed with minimum No. 6 screws in accordance with Section R702 and structural sheathing installed in accordance with Section R603.9 and Table R603.3.2(1).

2. Horizontal steel straps fastened in accordance with Figure R603.3.3(1) on both sides at mid-height for 8-foot (2438 mm) walls, and at one-third points for 9-foot and 10-foot (2743 mm and 3048 mm) walls. Horizontal steel straps shall be not less than 11/2 inches in width and 33 mils in thickness (38 mm by 0.84 mm). Straps shall be attached to the flanges of studs with one No. 8 screw. In-line blocking shall be installed between studs at the termination of straps and at 12-foot (3658 mm) intervals along the strap. Straps shall be fastened to the blocking with two No. 8 screws.
3. Sheathing on one side and strapping on the other side fastened in accordance with Figure R603.3.3(2). Sheathing shall be installed in accordance with Item 1. Steel straps shall be installed in accordance with Item 2.

ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)

Exp. B

Exp. C

115

126

110

< 139

115

126

< 139

TABLE R603.3.2.1(1) ALL BUILDING WIDTHS GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa, b, c, d

MEMBER SIZE
350S162 550S162 350S162 550S162 350S162 550S162 350S162 550S162 350S162 550S162

STUD SPACING (inches)
16 24 16 24 16 24 16 24 16 24 16 24 16 24 16 24 16 24 16 24

MINIMUM STUD THICKNESS (mils)

8-foot Studs
33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 33 43 33 33

9-foot Studs
33 33 33 33 33 33 33 33 33 33 33 33 33 43 33 33 43 54 33 33

10-foot Studs
33 33 33 33 33 43 33 33 33 43 33 33 43 54 33 33 43 54 33 43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
a. Deflection criterion L/240. b. Design load assumptions:
Ground snow load is 70 psf. Roof/ceiling dead load is 12 psf. Floor dead load is 10 psf. Floor live load is 40 psf. Attic dead load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the wall studs. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

226

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.3.2.1(2) ALL BUILDING WIDTHS GABLE ENDWALLS OVER 10 FEET IN HEIGHTa, b, c, d

ULTIMATE WIND SPEED AND
EXPOSURE CATEGORY (mph)

Exp. B

Exp. C

MEMBER SIZE

STUD SPACING (inches)

MINIMUM STUD THICKNESS (mils) Stud Height, h (feet)
10 < h 12 12 < h 14 14 < h 16 16 < h 18 18 < h 20

350S162

115

550S162

350S162

126

110

550S162

350S162

< 139

115

550S162

350S162

126

550S162

350S162

< 139

550S162

20 < h 22 -- -- 54 -- -- -- 68 -- -- -- -- -- -- -- -- -- -- -- -- --

2015 INTERNATIONAL RESIDENTIAL CODE®

227

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

BEND SECTION OR CLIP FLANGE TO FORM VERTICAL

1½ x 33 MIL FLAT STRIP (MINIMUM)
WALL FRAMING

TRACK/STUD BLOCKING @ ENDS OF STRAP & INTERMITTENTLY EVERY 12
2 NO. 8 SCREWS @ STRAP TO BLOCKING
NO. 8 SCREW @ EACH STRAP TO STUD
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm. FIGURE R603.3.3(1)
STUD BRACING WITH STRAPPING ONLY

STUD/TRACK BLOCKING @ EACH END OF STRAP & INTERMITTENTLY EVERY 12
WALL SHEATHING

WALL FRAMING

1½ x 33 MIL FLAT STRAP

BEND SECTION OR CLIP FLANGE TO FORM VERTICAL
2 NO. 8 SCREWS @ STRAP TO BLOCKING

NO. 8 SCREW @ EACH STRAP TO STUD

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R603.3.3(2) STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL

228

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R603.3.4 Cutting and notching. Flanges and lips of coldformed steel studs and headers shall not be cut or notched.
R603.3.5 Splicing. Steel studs and other structural members shall not be spliced. Tracks shall be spliced in accordance with Figure R603.3.5.
R603.4 Corner framing. In exterior walls, corner studs and the top tracks shall be installed in accordance with Figure R603.4.
R603.5 Exterior wall covering. The method of attachment of exterior wall covering materials to cold-formed steel stud

wall framing shall conform to the manufacturer's installation instructions.
R603.6 Headers. Headers shall be installed above all wall openings in exterior walls and interior load-bearing walls. Box beam headers and back-to-back headers each shall be formed from two equal sized C-shaped members in accordance with Figures R603.6(1) and R603.6(2), respectively, and Tables R603.6(1) through R603.6(6). L-shaped headers shall be permitted to be constructed in accordance with AISI S230. Alternately, headers shall be permitted to be designed and constructed in accordance with AISI S100, Section D4.

4 NO. 8 SCREWS ON EACH SIDE OF SPLICE

For SI: 1 inch = 25.4 mm.

STUD SECTION INSIDE TRACK

6 MINIMUM
FIGURE R603.3.5 TRACK SPLICE

CLIP TRACK FLANGE AT LAP JOINT

4 NO. 8 SCREWS AT LAPPED TRACK
2 NO. 8 SCREWS @ 24" O.C. CONNECTING CORNER STUDS

TRACK

NO. 6 SCREWS

EXTERIOR WALL STUD
INTERIOR GYPSUM WALL BOARD FINISH

PLAN

TRACK

For SI: 1 inch = 25.4 mm.

FIGURE R603.4 CORNER FRAMING

ALTERNATE PLAN

2015 INTERNATIONAL RESIDENTIAL CODE®

229

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm.

FIGURE R603.6(1) BOX BEAM HEADER

For SI: 1 inch = 25.4 mm. 230

FIGURE R603.6(2) BACK-TO-BACK HEADER
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.6(1) BOX-BEAM AND BACK-TO-BACK HEADER SPANS
Headers Supporting Roof and Ceiling Onlya, b, d

MEMBER DESIGNATION

GROUND SNOW LOAD (20 psf)
Building widthc (feet)

GROUND SNOW LOAD (30 psf)
Building widthc (feet)

2-350S162-33

3-3

2-8

2-2

2-8

2-2

2-350S162-43

4-2

3-9

3-4

2-11

2-7

3-9

3-4

2-11

2-7

2-2

2-350S162-54

6-2

5-10

5-8

5-3

4-10 5-11

5-8

5-2

4-10

4-6

2-350S162-68

6-7

6-3

6-0

5-10

5-8

6-4

6-1

5-10

5-8

5-6

2-550S162-33

4-8

4-0

3-6

3-0

2-6

4-1

3-6

3-0

2-6

2-550S162-43

6-0

5-4

4-10

4-4

3-11

5-5

4-10

4-4

3-10

3-5

2-550S162-54

8-9

8-5

8-1

7-9

7-3

8-6

8-1

7-8

7-2

6-8

2-550S162-68

9-5

9-0

8-8

8-4

8-1

9-1

8-8

8-4

8-1

7-10

2-800S162-33

4-5

3-11

3-5

3-1

2-10 3-11

3-6

3-1

2-9

2-3

2-800S162-43

7-3

6-7

5-11

5-4

4-10

6-7

5-11

5-4

4-9

4-3

2-800S162-54

10-10 10-2 9-7

9-0

8-5

10-2

9-7

8-11

8-4

7-9

2-800S162-68

12-8 11-10 11-2 10-7 10-1 11-11 11-2 10-7 10-0 9-6

2-1000S162-43

7-10 6-10 6-1

5-6

5-0

6-11

6-1

5-5

4-11

4-6

2-1000S162-54

12-3 11-5 10-9 10-2

9-6

11-6 10-9 10-1

9-5

8-9

2-1000S162-68

14-5 13-5 12-8 12-0 11-6 13-6 12-8 12-0 11-5 10-10

2-1200S162-54

12-11 11-3 10-0 9-0

8-2

11-5 10-0

9-0

8-1

7-4

2-1200S162-68

15-11 14-10 14-0 13-4 12-8 15-0 14-0 13-3 12-7 11-11

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. a. Deflection criteria: L/360 for live loads, L/240 for total loads. b. Design load assumptions:
Roof/ceiling dead load is 12 psf. Attic dead load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the header. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

2015 INTERNATIONAL RESIDENTIAL CODE®

231

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.6(2) BOX-BEAM AND BACK-TO-BACK HEADER SPANS
Headers Supporting Roof and Ceiling Onlya, b, d

MEMBER DESIGNATION

GROUND SNOW LOAD (50 psf)
Building widthc (feet)

GROUND SNOW LOAD (70 psf)
Building widthc (feet)

2-350S162-33

2-350S162-43

2-4

2-350S162-54

4-8

4-2

3-9

3-5

3-1

3-7

3-2

2-9

2-5

2-0

2-350S162-68

5-7

5-2

4-9

4-4

3-11

4-7

4-1

3-7

3-2

2-10

2-550S162-33

2-2

2-550S162-43

3-8

3-1

2-6

2-3

2-550S162-54

6-11

6-3

5-9

5-3

4-9

5-6

4-11

4-5

3-11

3-5

2-550S162-68

8-0

7-6

6-11

6-5

5-11

6-9

6-1

5-6

4-7

2-800S162-33

2-7

2-800S162-43

4-6

3-9

3-1

2-5

2-10

2-800S162-54

8-0

7-3

6-8

6-1

5-7

6-5

5-9

5-1

4-7

4-0

2-800S162-68

9-9

9-0

8-3

7-8

7-1

8-0

7-3

6-7

6-0

5-6

2-1000S162-43

4-8

4-1

3-6

2-9

3-3

2-2

2-1000S162-54

9-1

8-2

7-3

6-7

6-0

7-0

6-2

5-6

5-0

4-6

2-1000S162-68

11- 10-2

9-5

8-8

8-1

9-1

8-3

7-6

6-10

6-3

2-1200S162-54

7-8

6-9

6-1

5-6

5-0

5-10

5-1

4-7

4-1

3-9

2-1200S162-68

12-3 11-3 10-4

9-7

8-11 10-1

9-1

8-3

7-6

6-10

232

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

MEMBER DESIGNATION
2-350S162-33 2-350S162-43 2-350S162-54 2-350S162-68 2-550S162-33 2-550S162-43 2-550S162-54 2-550S162-68 2-800S162-33 2-800S162-43 2-800S162-54 2-800S162-68 2-1000S162-43 2-1000S162-54 2-1000S162-68 2-1200S162-54 2-1200S162-68

24
-- 2-2 4-4 5-0 -- 3-5 6-6 7-2 2-1 4-2 7-6 9-3 4-4 8-6 10-6 7-1 11-7

TABLE R603.6(3) BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceilinga, b, d

GROUND SNOW LOAD (20 psf)
Building widthc (feet)

GROUND SNOW LOAD (30 psf)
Building widthc (feet)

2-1

3-10 3-5

3-1

2-9

4-3

2-9

3-4

3-0

4-9

4-7

4-2

3-9 4-11 4-8

4-6

4-1

2-9

2-1

3-3

2-7

5-10 5-3

4-9

4-4

6-4

5-9

5-2

4-8

6-10 6-5 5-11 5-6

7-0

6-9

6-4 5-10

3-4

2-7

4-0

3-3

2-5

6-9

6-2

5-7

5-0

7-5

6-8

6-0

5-5

8-5

7-8

7-1

6-6

9-1

8-3

7-7

7-0

3-9 2-11

4-3

3-8

2-9

7-6

6-8

6-0

5-5

8-4

7-4

6-6 5-10

9-7

8-9

8-0

7-5 10-4 9-5

8-7 7-11

6-2

5-6

5-0

4-6 6-11 6-1

5-5 4-10

10-7 9-8 8-11 8-2 11-5 10-5 9-6

8-9

40
-- -- 2-8 3-9 -- -- 4-3 5-4 -- -- 4-11 6-5 -- 5-4 7-3 4-5 8-0

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. a. Deflection criteria: L/360 for live loads, L/240 for total loads. b. Design load assumptions:
Second-floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second-floor live load is 30 psf. Attic dead load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the header. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

2015 INTERNATIONAL RESIDENTIAL CODE®

233

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.6(4) BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceilinga, b, d

MEMBER DESIGNATION

GROUND SNOW LOAD (50 psf)
Building widthc (feet)

GROUND SNOW LOAD (70 psf)
Building widthc (feet)

2-350S162-33

2-350S162-43

2-350S162-54

3-5

3-0

2-7

2-2

2-8

2-2

2-350S162-68

4-6

4-1

3-8

3-3 2-11 3-9

3-3 2-10 2-5

2-1

2-550S162-33

2-550S162-43

2-0

2-550S162-54

5-3

3-8

4-1

3-8

3-2

4-3

3-8

3-1

2-7

2-0

2-550S162-68

6-5 5-10 5-3

4-9

4-4

5-5

4-9

4-3

3-9

3-4

2-800S162-33

2-800S162-43

2-6

2-800S162-54

6-1

5-5 4-10 4-3

3-9 4-11 4-3

3-8

3-0

2-5

2-800S162-68

7-8 6-11 6-3

5-9

5-2

6-5

5-9

5-1

4-6

4-0

2-1000S162-43

2-10

2-1000S162-54

6-7 5-10 5-3

4-9

4-3

5-4

4-9

4-1

3-5

2-9

2-1000S162-68

8-8 7-10 7-2

6-6 5-11 7-4

6-6

5-9

5-1

4-6

2-1200S162-54

5-6 4-10 4-4 3-11 3-7

4-5 3-11 3-6

3-2 2-11

2-1200S162-68

9-7

8-8 7-11 7-2

6-6

8-1

7-2

6-4

5-8

5-0

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. a. Deflection criteria: L/360 for live loads, L/240 for total loads. b. Design load assumptions:
Second-floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second-floor live load is 30 psf. Attic dead load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the header. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

234

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.6(5) BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceilinga, b, d

MEMBER DESIGNATION

GROUND SNOW LOAD (20 psf)
Building widthc (feet)

GROUND SNOW LOAD (30 psf)
Building widthc (feet)

2-350S162-33

2-350S162-43

2-350S162-54

2-5

2-4

2-350S162-68

3-6

3-0

2-6

2-1

3-5 2-11 2-6

2-0

2-550S162-33

2-550S162-43

2-550S162-54

3-11 3-3

2-8

2-0

3-10 3-3

2-7

2-550S162-68

5-1

4-5 3-10 3-3

2-9

5-0

4-4

3-9

3-3

2-9

2-800S162-33

2-800S162-43

2-800S162-54

4-7 3-10 3-1

2-5

4-6

3-9

3-0

2-4

2-800S162-68

6-0

5-3

4-7 3-11 3-4

6-0

5-2

4-6 3-11 3-3

2-1000S162-43

2-1000S162-54

5-0

4-4

3-6

2-9

4-11 4-3

3-5

2-7

2-1000S162-68

6-10 6-0

5-3

4-6 3-10 6-9 5-11 5-2

4-5

3-9

2-1200S162-54

4-2

3-7

3-3 2-11

4-1

3-7

3-2 2-10

2-1200S162-68

7-7

6-7

5-9

5-0

4-2

7-6

6-6

5-8 4-10 4-1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. a. Deflection criteria: L/360 for live loads, L/240 for total loads. b. Design load assumptions:
Second-floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second-floor live load is 40 psf Third-floor live load is 30 psf. Attic live load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the header. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

2015 INTERNATIONAL RESIDENTIAL CODE®

235

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

24
-- -- 2-2 3-3 -- -- 3-7 4-9 -- -- 4-3 5-8 -- 4-8 6-5 3-11 7-1

TABLE R603.6(6) BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceilinga, b, d

GROUND SNOW LOAD (50 psf)
Building widthc (feet)

GROUND SNOW LOAD (70 psf)
Building widthc (feet)

2-9

2-3

2-11 2-5

2-11 2-3

3-3

2-7

2-1

3-6

3-0

2-5

4-4

3-9

3-2

2-8

3-5

2-8

3-9

3-0

2-3

4-11 4-2

3-7 2-11 5-3

4-6 3-10 3-3

3-11 3-1

2-2

4-3

3-5

2-7

5-7

4-9

4-1

3-4 5-11 5-1

4-5

3-8

3-5

3-0

2-4

3-7

3-2 2-10

6-2

5-3

4-6

3-8

6-6

5-8 4-10 4-0

40
-- -- -- -- -- -- -- 2-1 -- -- -- 2-7 -- -- 2-11 -- 3-3

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. a. Deflection criteria: L/360 for live loads, L/240 for total loads. b. Design load assumptions:
Second-floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second-floor live load is 40 psf Third-floor live load is 30 psf. Attic live load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the header. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

236

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R603.6.1 Headers in gable endwalls. Box beam and back-to-back headers in gable endwalls shall be permitted to be constructed in accordance with Section R603.6 or with the header directly above the opening in accordance with Figures R603.6.1(1) and R603.6.1(2) and the following provisions:
1. Two 362S162-33 for openings less than or equal to 4 feet (1219 mm).
2. Two 600S162-43 for openings greater than 4 feet (1219 mm) but less than or equal to 6 feet (1830 mm).
3. Two 800S162-54 for openings greater than 6 feet (1829 mm) but less than or equal to 9 feet (2743 mm).
R603.7 Jack and king studs. The number of jack and king studs installed on each side of a header shall comply with Table R603.7(1). King, jack and cripple studs shall be of the same dimension and thickness as the adjacent wall studs.

Headers shall be connected to king studs in accordance with Table R603.7(2) and the following provisions:
1. For box beam headers, one-half of the total number of required screws shall be applied to the header and onehalf to the king stud by use of C-shaped or track member in accordance with Figure R603.6(1). The track or C-shaped sections shall extend the depth of the header minus 1/2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs.
2. For back-to-back headers, one-half the total number of screws shall be applied to the header and one-half to the king stud by use of a minimum 2-inch by 2-inch (51 mm by 51 mm) clip angle in accordance with Figure R603.6(2). The clip angle shall extend the depth of the header minus 1/2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs. Jack and king studs shall be interconnected with structural sheathing in accordance with Figures R603.6(1) and R603.6(2).

KING STUD(S) TRACK OR C-SHAPE

CRIPPLE STUD HEAD TRACK

JACK STUD(S)

KING STUD(S)

FIGURE R603.6.1(1) BOX BEAM HEADER IN GABLE ENDWALL

2 IN. x 2 IN. CLIP ANGLE JACK STUD(S)

C-SHAPES
CRIPPLE STUD HEAD TRACK

C-SHAPES

For SI: 1 inch = 25.4 mm.

FIGURE R603.6.1(2) BACK-TO-BACK HEADER IN GABLE ENDWALL

2015 INTERNATIONAL RESIDENTIAL CODE®

237

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SIZE OF OPENING (feet-inches)

TABLE R603.7(1) TOTAL NUMBER OF JACK AND KING STUDS REQUIRED AT EACH END OF AN OPENING

24-INCHO.C. STUD SPACING

16-INCH O.C. STUD SPACING

No. of jack studs

No. of king studs

No. of jack studs

No. of king studs

Up to 3-6

> 3-6 to 5-0

> 5-0 to 5-6

> 5-6 to 8-0

> 8-0 to 10-6

> 10-6 to 12-0

> 12-0 to 13-0

> 13-0 to 14-0

> 14-0 to 16-0

> 16-0 to 18-0

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

HEADER SPAN (feet)
4 > 4 to 8 > 8 to 12 > 12 to 16

TABLE R603.7(2) HEADER TO KING STUD CONNECTION REQUIREMENTSa, b, c, d

ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY

110, Exposure Category C or less than 139, Exposure Category B

Less than 139, Exposure Category C

4-No. 8 screws

6-No. 8 screws

4-No. 8 screws

8-No. 8 screws

6-No. 8 screws

10-No. 8 screws

8-No. 8 screws

12-No. 8 screws

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound = 4.448 N. a. All screw sizes shown are minimum. b. For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be
reduced by 2 screws, but the total number of screws shall not be less than four. c. For roof slopes of 6:12 or greater, the required number of screws shall be permitted to be reduced by half, but the total number of screws shall not be less than four. d. Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.

R603.8 Head and sill track. Head track spans above door and window openings and sill track spans beneath window openings shall comply with Table R603.8. For openings less than 4 feet (1219 mm) in height that have both a head track and a sill track, multiplying the spans by 1.75 shall be permitted in Table R603.8. For openings less than or equal to 6 feet (1829 mm) in height that have both a head track and a sill track, multiplying the spans in Table R603.8 by 1.50 shall be permitted.
R603.9 Structural sheathing. Structural sheathing shall be installed in accordance with Figure R603.9 and this section on all sheathable exterior wall surfaces, including areas above and below openings.
R603.9.1 Sheathing materials. Structural sheathing panels shall consist of minimum 7/16-inch-thick (11 mm) oriented strand board or 15/32-inch-thick (12 mm) plywood.
R603.9.2 Determination of minimum length of fullheight sheathing. The minimum length of full-height sheathing on each braced wall line shall be determined by multiplying the length of the braced wall line by the percentage obtained from Table R603.9.2(1) and by the plan aspect-ratio adjustment factors obtained from Table R603.9.2(2). The minimum length of full-height sheathing

shall be not less than 20 percent of the braced wall line length.
To be considered full-height sheathing, structural sheathing shall extend from the bottom to the top of the wall without interruption by openings. Only sheathed, fullheight wall sections, uninterrupted by openings, which are not less than 48 inches (1219 mm) wide, shall be counted toward meeting the minimum percentages in Table R603.9.2(1). In addition, structural sheathing shall comply with all of the following requirements:
1. Be installed with the long dimension parallel to the stud framing and shall cover the full vertical height of wall from the bottom of the bottom track to the top of the top track of each story. Installing the long dimension perpendicular to the stud framing or using shorter segments shall be permitted provided that the horizontal joint is blocked as described in Item 2.
2. Be blocked where the long dimension is installed perpendicular to the stud framing. Blocking shall be not less than 33 mil (0.84 mm) thickness. Each horizontal structural sheathing panel shall be fastened with No. 8 screws spaced at 6 inches (152 mm) on center to the blocking at the joint.

238

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ULTIMATE WIND SPEED AND
EXPOSURE CATEGORY (mph)

115

126

110

< 139

115

126

< 139

350T125-33
4-10 4-6 4-2 3-11 3-8

TABLE R603.8 HEAD AND SILL TRACK SPAN
ALLOWABLE HEAD AND SILL TRACK SPANa, b, c (feet-inches)

TRACK DESIGNATIONd

350T125-43
5-5 5-1 4-9 4-6 4-2

350T125-54
6-0 5-8 5-4 5-0 4-9

550T125-33
5-8 5-4 5-1 4-10 4-1

550T125-43
6-3 5-11 5-7 5-4 5-1

550T125-54
6-10 6-5 6-1 5-10 5-7

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. a. Deflection limit: L/240. b. Head and sill track spans are based on components and cladding wind pressures and 48-inch tributary span. c. For openings less than 4 feet in height that have both a head track and sill track, the spans are permitted to be multiplied by 1.75. For openings less than or
equal to 6 feet in height that have both a head track and a sill track, the spans are permitted to be multiplied by a factor of 1.5. d. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

3. Be applied to each end (corners) of each of the exterior walls with a minimum 48-inch-wide (1219 mm) panel.
Exception: Where stone or masonry veneer is installed, the required length of full-height sheathing and overturning anchorage required shall be determined in accordance with Section R603.9.5.
R603.9.2.1 Full height sheathing. The minimum percentage of full-height structural sheathing shall be multiplied by 1.10 for 9-foot-high (2743 mm) walls and multiplied by 1.20 for 10-foot-high (3048 mm) walls. R603.9.2.2 Full-height sheathing in lowest story. In the lowest story of a dwelling, multiplying the percentage of full-height sheathing required in Table R603.9.2(1) by 0.6 shall be permitted provided holddown anchors are provided in accordance with Section R603.9.4.2.
STUD SPACING
STRUCTURAL SHEATHING PANEL FIELD FASTENER EDGE FASTENER
FIGURE R603.9 STRUCTURAL SHEATHING FASTENING PATTERN

R603.9.3 Structural sheathing fastening. Edges and interior areas of structural sheathing panels shall be fastened to framing members and tracks in accordance with Figure R603.9 and Table R603.3.2(1). Screws for attachment of structural sheathing panels shall be bugle-head, flat-head, or similar head style with a minimum head diameter of 0.29 inch (8 mm).
For continuously sheathed braced wall lines using wood structural panels installed with No. 8 screws spaced 4 inches (102 mm) on center at all panel edges and 12 inches (304.8 mm) on center on intermediate framing members, the following shall apply:
1. Multiplying the percentages of full-height sheathing in Table R603.9.2(1) by 0.72 shall be permitted.
2. For bottom track attached to foundations or framing below, the bottom track anchor or screw connection spacing in Tables R505.3.1(1) and R603.3.1 shall be multiplied by two-thirds
R603.9.4 Uplift connection requirements. Uplift connections shall be provided in accordance with this section.
R603.9.4.1 Ultimate design wind speeds greater than 126 mph. Where ultimate design wind speeds exceed 126 miles per hour (56 m/s), Exposure Category C walls shall be provided with direct uplift connections in accordance with AISI S230, Section E13.3, and AISI S230, Section F7.2, as required for 39 miles per hour (62 m/s), Exposure Category C.
R603.9.4.2 Hold-down anchor. Where the percentage of full-height sheathing is adjusted in accordance with Section R603.9.2.2, a hold-down anchor, with a strength of 4,300 pounds (19 kN), shall be provided at each end of each full-height sheathed wall section used to meet the minimum percent sheathing requirements of Section R603.9.2. Hold-down anchors shall be attached to back-to-back studs; structural sheathing panels shall have edge fastening to the studs, in accordance with Section R603.9.3 and AISI S230, Table E11-1.
A single hold-down anchor, installed in accordance with Figure R603.9.4.2, shall be permitted at the corners of buildings.

WALL HEIGHT

2015 INTERNATIONAL RESIDENTIAL CODE®

239

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.9.2(1) MINIMUM PERCENTAGE OF FULL-HEIGHT STRUCTURAL SHEATHING ON EXTERIOR WALLSa, b

WALL SUPPORTING

ROOF SLOPE

115 B

ULTIMATE WIND SPEED AND EXPOSURE (mph)

126 B 110 C

< 139 B 115 C

126 C

3:12

Roof and ceiling only (one story or top

6:12

floor of two- or three-story building).

9:12

12:12

< 139 C
20 35 58 75

3:12

One story, roof and ceiling (first floor of a two-story building or second floor of a

6:12

three-story building).

9:12

Two stories, roof and ceiling (first floor of a three-story building).

12:12 3:12 6:12 9:12 12:12

100

115

112

113

124

134

155

For SI: 1 mph = 0.447 m/s. a. Linear interpolation is permitted. b. For hip-roofed homes the minimum percentage of full-height sheathing, based upon wind, is permitted to be multiplied by a factor of 0.95 for roof slopes not
exceeding 7:12 and a factor of 0.9 for roof slopes greater than 7:12.

PLAN ASPECT RATIO
1:1 1.5:1 2:1 3:1 4:1

TABLE R603.9.2(2) FULL-HEIGHT SHEATHING LENGTH ADJUSTMENT FACTORS
LENGTH ADJUSTMENT FACTORS Short wall
1.0 1.5 2.0 3.0 4.0

Long wall
1.0 0.67 0.50 0.33 0.25

DOUBLE STUDS BACK-TO-BACK WITH OUTSIDE STUD CAPPED WITH TRACK
NO. 8 SHEATHING ATTACHMENT SCREWS AS REQUIRED BY SECTION R603.9.3
NO. 8 SCREWS ATTACHING TRACK TO STUD AT 8 IN. O.C. EACH FLANGE
PLYWOOD, OSB OR GWB SHEATHING PER SHEARWALL REQUIREMENTS
OUTSIDE FACE

DOUBLE ROW OF NO. 8 SCREWS AT 12 IN. O.C. HOLD DOWN AS REQUIRED BY SECTION R603.9.4
INSIDE FACE
WALLBOARD BACKING STUDS
INSIDE FACE

For SI: 1 inch = 25.4 mm. 240

FIGURE R603.9.4.2 CORNER STUD HOLD-DOWN DETAIL
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R603.9.5 Structural sheathing for stone and masonry veneer. Where stone and masonry veneer are installed in accordance with Section R703.8, the length of full-height sheathing for exterior and interior wall lines backing or perpendicular to and laterally supporting walls with veneer shall comply with this section.
R603.9.5.1 Seismic Design Category C. In Seismic Design Category C, the length of structural sheathing for walls supporting one story, roof and ceiling shall be the

greater of the amounts required by Section R603.9.2, except Section R603.9.2.2 shall be permitted.
R603.9.5.2 Seismic Design Categories D0, D1 and D2. In Seismic Design Categories D0, D1 and D2, the required length of structural sheathing and overturning anchorage shall be determined in accordance with Tables R603.9.5(1), R603.9.5(2), R603.9.5(3), and R603.9.5(4). Overturning anchorage shall be installed on the doubled studs at the end of each full-height wall segment.

TABLE R603.9.5(1) REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 33-MIL COLD-FORMED STEEL FRAMING AND 6-INCH SCREW SPACING ON
THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING

SEISMIC DESIGN CATEGORY

STORY

BRACED WALL LINE LENGTH

(feet)

SINGLE-STORY CUMULATIVE

HOLD-DOWN HOLD-DOWN

Minimum total length of braced wall panels required along each braced wall line

FORCE (pounds)

(feet)

3.3

4.7

6.1

7.4

8.8

10.2

3,360

5.3

8.7

12.1

15.4

18.8

22.2

3,360

6,720

7.3

12.7

18.0

23.4

28.8

34.2

3,360

10,080

4.1

5.8

7.5

9.2

10.9

12.7

3,360

6.6

10.7

14.9

19.1

23.3

27.5

3,360

6,720

9.0

15.7

22.4

29.0

35.7

42.2

3,360

10,080

5.7

8.2

10.6

13.0

15.4

17.8

3,360

9.2

15.1

21.1

27.0

32.9

38.8

3,360

6,720

12.7

22.1

31.5

40.9

50.3

59.7

3,360

10,080

2015 INTERNATIONAL RESIDENTIAL CODE®

241

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.9.5(2) REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 43-MIL COLD-FORMED STEEL FRAMING AND 6-INCH SCREW SPACING ON
THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING

SEISMIC DESIGN CATEGORY

STORY

BRACED WALL LINE LENGTH

(feet)

SINGLE-STORY CUMULATIVE

HOLD-DOWN HOLD-DOWN

Minimum total length of braced wall panels required along each braced wall line

FORCE (pounds)

(feet)

2.8

4.0

5.1

6.3

7.5

8.7

3,960

4.5

7.4

10.2

13.1

16.0

18.8

3,960

7,920

6.2

10.7

15.3

19.9

24.4

29.0

3,960

11, 880

3.5

4.9

6.4

7.8

9.3

10.7

3,960

5.6

9.1

12.7

16.2

19.8

23.3

3,960

7,920

7.7

13.3

19.0

24.6

30.3

35.9

3,960

11, 880

4.9

6.9

9.0

11.0

13.1

15.1

3,960

7.8

12.9

17.9

22.9

27.9

32.9

3,960

7,920

10.8

18.8

26.7

34.7

42.7

50.7

3,960

11, 880

242

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.9.5(3) REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 33-MIL COLD-FORMED STEEL FRAMING AND 4-INCH SCREW SPACING ON
THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING

SEISMIC DESIGN CATEGORY

STORY

BRACED WALL LINE LENGTH

(feet)

SINGLE-STORY CUMULATIVE

HOLD-DOWN HOLD-DOWN

Minimum total length of braced wall panels required along each braced wall line

FORCE (pounds)

(feet)

2.5

3.6

4.6

5.7

6.8

7.8

4,392

4.0

6.6

9.2

11.8

14.4

17.0

4,392

8,784

5.6

9.7

13.8

17.9

22.0

26.2

4,392

13,176

3.1

4.4

5.7

7.1

8.4

9.7

4,392

5.0

8.2

11.4

14.6

17.8

21.0

4,392

8,784

6.9

12.0

17.1

22.2

27.3

32.4

4,392

13,176

4.4

6.2

8.1

10.0

11.8

13.7

4,392

7.1

11.6

16.1

20.6

25.1

29.7

4,392

8,784

9.7

16.9

24.1

31.3

38.5

45.7

4,392

13,176

2015 INTERNATIONAL RESIDENTIAL CODE®

243

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R603.9.5(4) REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 43-MIL COLD-FORMED STEEL FRAMING AND 4-INCH SCREW SPACING ON
THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING

SEISMIC DESIGN

STORY

CATEGORY

BRACED WALL LINE LENGTH (feet)

Minimum total length of braced wall panels required along each braced wall line (feet)

SINGLE-STORY CUMULATIVE

HOLD-DOWN HOLD-DOWN

FORCE

(pounds)

1.9

2.7

3.4

4.2

5.0

5.8

5,928

3.0

4.9

6.8

8.8

10.7

12.6

5,928

11,856

2.3

3.3

4.3

5.2

6.2

7.2

5,928

3.7

6.1

8.5

10.8

13.2

15.6

5,928

11,856

3.3

4.6

6.0

7.4

8.7

10.1

5,928

5.2

8.6

11.9

15.3

18.6

22.0

5,928

11,856

SECTION R604 WOOD STRUCTURAL PANELS R604.1 Identification and grade. Wood structural panels shall conform to DOC PS 1, DOC PS 2 or ANSI/APA PRP 210, CSA O437 or CSA O325. Panels shall be identified by a grade mark or certificate of inspection issued by an approved agency.
R604.2 Allowable spans. The maximum allowable spans for wood structural panel wall sheathing shall not exceed the values set forth in Table R602.3(3).
R604.3 Installation. Wood structural panel wall sheathing shall be attached to framing in accordance with Table R602.3(1) or R602.3(3).
SECTION R605 PARTICLEBOARD R605.1 Identification and grade. Particleboard shall conform to ANSI A208.1 and shall be so identified by a grade mark or certificate of inspection issued by an approved agency. Particleboard shall comply with the grades specified in Table R602.3(4).
SECTION R606 GENERAL MASONRY CONSTRUCTION R606.1 General. Masonry construction shall be designed and constructed in accordance with the provisions of this section,

TMS 403 or in accordance with the provisions of TMS 402/ ACI 530/ASCE 5.
R606.1.1 Professional registration not required. When the empirical design provisions of Appendix A of TMS 402/ACI 530/ASCE 5, the provisions of TMS 403, or the provisions of this section are used to design masonry, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.
R606.2 Masonry construction materials.
R606.2.1 Concrete masonry units. Concrete masonry units shall conform to the following standards: ASTM C 55 for concrete brick; ASTM C 73 for calcium silicate face brick; ASTM C 90 for load-bearing concrete masonry units; ASTM C 744 for prefaced concrete and calcium silicate masonry units; or ASTM C 1634 for concrete facing brick.
R606.2.2 Clay or shale masonry units. Clay or shale masonry units shall conform to the following standards: ASTM C 34 for structural clay load-bearing wall tile; ASTM C 56 for structural clay nonload-bearing wall tile; ASTM C 62 for building brick (solid masonry units made from clay or shale); ASTM C 1088 for solid units of thin veneer brick; ASTM C 126 for ceramic-glazed structural clay facing tile, facing brick and solid masonry units; ASTM C 212 for structural clay facing tile; ASTM C 216 for facing brick (solid masonry units made from clay or

244

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

shale); ASTM C652 for hollow brick (hollow masonry units made from clay or shale); or ASTM C1405 for glazed brick (single-fired solid brick units).
Exception: Structural clay tile for nonstructural use in fireproofing of structural members and in wall furring shall not be required to meet the compressive strength specifications. The fire-resistance rating shall be determined in accordance with ASTM E 119 or UL 263 and shall comply with the requirements of Section R302.
R606.2.3 AAC masonry. AAC masonry units shall conform to ASTM C 1386 for the strength class specified.
R606.2.4 Stone masonry units. Stone masonry units shall conform to the following standards: ASTM C 503 for marble building stone (exterior); ASTM C 568 for limestone building stone; ASTM C 615 for granite building stone; ASTM C 616 for sandstone building stone; or ASTM C 629 for slate building stone.
R606.2.5 Architectural cast stone. Architectural cast stone shall conform to ASTM C 1364.
R606.2.6 Second hand units. Second hand masonry units shall not be reused unless they conform to the requirements of new units. The units shall be of whole, sound materials and free from cracks and other defects that will interfere with proper laying or use. Old mortar shall be cleaned from the unit before reuse.
R606.2.7 Mortar. Except for mortars listed in Sections R606.2.8, R606.2.9 and R606.2.10, mortar for use in masonry construction shall meet the proportion specifica-

tions of Table R606.2.7 or the property specifications of ASTM C 270. The type of mortar shall be in accordance with Sections R606.2.7.1, R606.2.7.2 and R606.2.7.3.
R606.2.7.1 Foundation walls. Mortar for masonry foundation walls constructed as set forth in Tables R404.1.1(1) through R404.1.1(4) shall be Type M or S mortar.
R606.2.7.2 Masonry in Seismic Design Categories A, B and C. Mortar for masonry serving as the lateralforce-resisting system in Seismic Design Categories A, B and C shall be Type M, S or N mortar.
R606.2.7.3 Masonry in Seismic Design Categories D0, D1 and D2. Mortar for masonry serving as the lateral-force-resisting system in Seismic Design Categories D0, D1 and D2 shall be Type M or S Portland cement-lime or mortar cement mortar.
R606.2.8 Surface-bonding mortar. Surface-bonding mortar shall comply with ASTM C 887. Surface bonding of concrete masonry units shall comply with ASTM C 946.
R606.2.9 Mortar for AAC masonry. Thin-bed mortar for AAC masonry shall comply with Article 2.1 C.1 of TMS 602/ACI 530.1/ASCE 6. Mortar used for the leveling courses of AAC masonry shall comply with Article 2.1 C.2 of TMS 602/ACI 530.1/ASCE 6.
R606.2.10 Mortar for adhered masonry veneer. Mortar for use with adhered masonry veneer shall conform to ASTM C 270 Type S or Type N or shall comply with ANSI A118.4 for latex-modified portland cement mortar.

MORTAR
Cement-lime Mortar cement
Masonry cement

TYPE
M S N O
M M S S N O
M M S S N O

TABLE R606.2.7 MORTAR PROPORTIONSa, b

PROPORTIONS BY VOLUME (cementitious materials)

Portland cement or blended cement

Mortar cement

Masonry cement

Hydrated limec or lime putty

------------

1/4

-- -- -- -- -- -- over 1/4 to 1/2

-- -- -- -- -- -- over 1/2 to 11/4

-- -- -- -- -- -- over 11/4 to 21/2

---- 1 ------

1 ----------

1/2 --

---- 1 ------ -- 1 --------

---- 1 ------

---- 1

1 ----

1/2 --

---- 1 --1--

---- 1

Aggregate ratio (measured in damp,
loose conditions)
Not less than 21/4 and not more than 3 times the sum of separate
volumes of lime, if used, and cement

For SI: 1 cubic foot = 0.0283 m3, 1 pound = 0.454 kg. a. For the purpose of these specifications, the weight of 1 cubic foot of the respective materials shall be considered to be as follows:

Portland Cement

94 pounds

Masonry Cement

Weight printed on bag

Mortar Cement

Weight printed on bag

Hydrated Lime

40 pounds

Lime Putty (Quicklime) 80 pounds

Sand, damp and loose

80 pounds of dry sand

b. Two air-entraining materials shall not be combined in mortar. c. Hydrated lime conforming to the requirements of ASTM C 207.

2015 INTERNATIONAL RESIDENTIAL CODE®

245

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R606.2.11 Grout. Grout shall consist of cementitious material and aggregate in accordance with ASTM C 476 or the proportion specifications of Table R606.2.11. Type M or Type S mortar to which sufficient water has been added to produce pouring consistency shall be permitted to be used as grout.
R606.2.12 Metal reinforcement and accessories. Metal reinforcement and accessories shall conform to Article 2.4 of TMS 602/ACI 530.1/ASCE 6.
R606.3 Construction requirements.
R606.3.1 Bed and head joints. Unless otherwise required or indicated on the project drawings, head and bed joints shall be 3/8 inch (9.5 mm) thick, except that the thickness of the bed joint of the starting course placed over foundations shall be not less than 1/4 inch (6.4 mm) and not more than 3/4 inch (19.1 mm). Mortar joint thickness for loadbearing masonry shall be within the following tolerances from the specified dimensions:
1. Bed joint: + 1/8 inch (3.2 mm). 2. Head joint: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm). 3. Collar joints: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm).
R606.3.2 Masonry unit placement. The mortar shall be sufficiently plastic and units shall be placed with sufficient pressure to extrude mortar from the joint and produce a tight joint. Deep furrowing of bed joints that produces voids shall not be permitted. Any units disturbed to the extent that initial bond is broken after initial placement shall be removed and relaid in fresh mortar. Surfaces to be in contact with mortar shall be clean and free of deleterious materials.
R606.3.2.1 Solid masonry. Solid masonry units shall be laid with full head and bed joints and all interior vertical joints that are designed to receive mortar shall be filled.
R606.3.2.2 Hollow masonry. For hollow masonry units, head and bed joints shall be filled solidly with mortar for a distance in from the face of the unit not less than the thickness of the face shell.
R606.3.3 Installation of wall ties. The installation of wall ties shall be as follows:
1. The ends of wall ties shall be embedded in mortar joints. Wall ties shall have not less than 5/8-inch (15.9 mm) mortar coverage from the exposed face.
2. Wall ties shall not be bent after being embedded in grout or mortar.

3. For solid masonry units, solid grouted hollow units, or
hollow units in anchored masonry veneer, wall ties shall be embedded in mortar bed not less than 11/2 inches (38 mm).

4. For hollow masonry units in other than anchored
masonry veneer, wall ties shall engage outer face shells by not less than 1/2 inch (13 mm).
R606.3.4 Protection for reinforcement. Bars shall be com-
pletely embedded in mortar or grout. Joint reinforcement
embedded in horizontal mortar joints shall not have less than 5/8-inch (15.9 mm) mortar coverage from the exposed face. Other reinforcement shall have a minimum coverage of one bar diameter over all bars, but not less than 3/4 inch (19 mm), except where exposed to weather or soil, in which case the
minimum coverage shall be 2 inches (51 mm).

R606.3.4.1 Corrosion protection. Minimum corrosion protection of joint reinforcement, anchor ties and wire fabric for use in masonry wall construction shall conform to Table R606.3.4.1.

TABLE R606.3.4.1 MINIMUM CORROSION PROTECTION

MASONRY METAL ACCESSORY

STANDARD

Joint reinforcement, interior walls

ASTM A 641, Class 1

Wire ties or anchors in exterior walls completely embedded in mortar or grout

ASTM A 641, Class 3

Wire ties or anchors in exterior walls not completely embedded in mortar or grout

ASTM A 153, Class B-2

Joint reinforcement in exterior walls or interior walls exposed to moist environ- ASTM A 153, Class B-2 ment

Sheet metal ties or anchors exposed to weather

ASTM A 153, Class B-2

Sheet metal ties or anchors completely embedded in mortar or grout

ASTM A 653, Coating Designation G60

Stainless steel hardware for any exposure ASTM A 167, Type 304

R606.3.5 Grouting requirements.
R606.3.5.1 Grout placement. Grout shall be a plastic mix suitable for pumping without segregation of the constituents and shall be mixed thoroughly. Grout shall be placed by pumping or by an approved alternate method and shall be placed before any initial set occurs and not more than 11/2 hours after water has been added. Grout shall be consolidated by puddling or mechanical vibrating during placing and reconsolidated after excess moisture has been absorbed but before

TYPE
Fine Coarse

TABLE R606.2.11 GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION

PORTLAND CEMENT OR BLENDED CEMENT
SLAG CEMENT

HYDRATED LIME OR LIME PUTTY

AGGREGATE MEASURED IN A DAMP, LOOSE CONDITION

Fine

Coarse

0 to 1/10

21/4 to 3 times the sum of the volume of the cementitious materials

0 to 1/10

21/4 to 3 times the sum of the volume 1 to 2 times the sum of the vol-

of the cementitious materials

umes of the cementitious materials

246

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

plasticity is lost. Grout shall not be pumped through aluminum pipes.
Maximum pour heights and the minimum dimensions of spaces provided for grout placement shall conform to Table R606.3.5.1. Grout shall be poured in lifts of 8-foot (2438 mm) maximum height. Where a total grout pour exceeds 8 feet (2438 mm) in height, the grout shall be placed in lifts not exceeding 64 inches (1626 mm) and special inspection during grouting shall be required. If the work is stopped for 1 hour or longer, the horizontal construction joints shall be formed by stopping all tiers at the same elevation and with the grout 1 inch (25 mm) below the top.
R606.3.5.2 Cleanouts. Provisions shall be made for cleaning the space to be grouted. Mortar that projects more than 1/2 inch (12.7 mm) into the grout space and any other foreign matter shall be removed from the grout space prior to inspection and grouting. Where required by the building official, cleanouts shall be provided in the bottom course of masonry for each grout pour where the grout pour height exceeds 64 inches (1626 mm). In solid grouted masonry, cleanouts shall be spaced horizontally not more than 32 inches (813 mm) on center. The cleanouts shall be sealed before grouting and after inspection.
R606.3.5.3 Construction. Requirements for grouted masonry construction shall be as follows:
1. Masonry shall be built to preserve the unobstructed vertical continuity of the cells or spaces to be filled. In partially grouted construction, cross webs forming cells to be filled shall be fullbedded in mortar to prevent leakage of grout. Head and end joints shall be solidly filled with mortar for a distance in from the face of the wall or unit not less than the thickness of the longitudinal face shells.
2. Vertical reinforcement shall be held in position at top and bottom and at intervals not exceeding 200 diameters of the reinforcement.

3. Cells containing reinforcement shall be filled solidly with grout.
4. The thickness of grout or mortar between masonry units and reinforcement shall be not less than 1/4 inch (6.4 mm), except that 1/4-inch (6.4 mm) bars shall be permitted to be laid in horizontal mortar joints not less than 1/2 inch (12.7 mm) thick, and steel wire reinforcement shall be permitted to be laid in horizontal mortar joints not less than twice the thickness of the wire diameter.
R606.3.6 Grouted multiple-wythe masonry. Grouted multiple-wythe masonry shall conform to all the requirements specified in Section R606.3.5 and the requirements of this section.
R606.3.6.1 Bonding of backup wythe. Where all interior vertical spaces are filled with grout in multiplewythe construction, masonry headers shall not be permitted. Metal wall ties shall be used in accordance with Section R606.13.2 to prevent spreading of the wythes and to maintain the vertical alignment of the wall. Wall ties shall be installed in accordance with Section R606.13.2 where the backup wythe in multiple-wythe construction is fully grouted.
R606.3.6.2 Grout barriers. Vertical grout barriers or dams shall be built of solid masonry across the grout space the entire height of the wall to control the flow of the grout horizontally. Grout barriers shall be not more than 25 feet (7620 mm) apart. The grouting of any section of a wall between control barriers shall be completed in one day without interruptions greater than 1 hour.
R606.3.7 Masonry bonding pattern. Masonry laid in running and stack bond shall conform to Sections R606.3.7.1 and R606.3.7.2.
R606.3.7.1 Masonry laid in running bond. In each wythe of masonry laid in running bond, head joints in successive courses shall be offset by not less than onefourth the unit length, or the masonry walls shall be reinforced longitudinally as required in Section R606.3.7.2.

GROUT TYPE
Fine Coarse

TABLE R606.3.5.1 GROUT SPACE DIMENSIONS AND POUR HEIGHTS

GROUT POUR MAXIMUM HEIGHT (feet)

MINIMUM WIDTH OF GROUT SPACESa, b
(inches)

MINIMUM GROUTb, c SPACE DIMENSIONS FOR GROUTING CELLS OF HOLLOW UNITS
(inches inches)

0.75

1.5 × 2

2 × 3

2.5

2.5 × 3

3 × 3

1.5

1.5 × 3

2.5 × 3

2.5

3 × 3

3 × 4

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. For grouting between masonry wythes. b. Grout space dimension is the clear dimension between any masonry protrusion and shall be increased by the horizontal projection of the diameters of the
horizontal bars within the cross section of the grout space. c. Area of vertical reinforcement shall not exceed 6 percent of the area of the grout space.

2015 INTERNATIONAL RESIDENTIAL CODE®

247

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R606.3.7.2 Masonry laid in stack bond. Where unit masonry is laid with less head joint offset than in Section R606.3.7.1, the minimum area of horizontal reinforcement placed in mortar bed joints or in bond beams spaced not more than 48 inches (1219 mm) apart shall be 0.0007 times the vertical cross-sectional area of the wall.
R606.4 Thickness of masonry. The nominal thickness of masonry walls shall conform to the requirements of Sections R606.4.1 through R606.4.4.
R606.4.1 Minimum thickness. The minimum thickness of masonry bearing walls more than one story high shall be 8 inches (203 mm). Solid masonry walls of one-story dwellings and garages shall be not less than 6 inches (152 mm) in thickness where not greater than 9 feet (2743 mm) in height, provided that where gable construction is used, an additional 6 feet (1829 mm) is permitted to the peak of the gable. Masonry walls shall be laterally supported in either the horizontal or vertical direction at intervals as required by Section R606.6.4.
R606.4.2 Rubble stone masonry wall. The minimum thickness of rough, random or coursed rubble stone masonry walls shall be 16 inches (406 mm).
R606.4.3 Change in thickness. Where walls of masonry of hollow units or masonry-bonded hollow walls are decreased in thickness, a course of solid masonry or masonry units filled with mortar or grout shall be constructed between the wall below and the thinner wall above, or special units or construction shall be used to transmit the loads from face shells or wythes above to those below.
R606.4.4 Parapet walls. Unreinforced solid masonry parapet walls shall be not less than 8 inches (203 mm) thick and their height shall not exceed four times their thickness. Unreinforced hollow unit masonry parapet walls shall be not less than 8 inches (203 mm) thick, and their height shall not exceed three times their thickness. Masonry parapet walls in areas subject to wind loads of 30 pounds per square foot (1.44 kPa) located in Seismic Design Category D0, D1 or D2, or on townhouses in Seismic Design Category C shall be reinforced in accordance with Section R606.12.
R606.5 Corbeled masonry. Corbeled masonry shall be in accordance with Sections R606.5.1 through R606.5.3.
R606.5.1 Units. Solid masonry units or masonry units filled with mortar or grout shall be used for corbeling.
R606.5.2 Corbel projection. The maximum projection of one unit shall not exceed one-half the height of the unit or one-third the thickness at right angles to the wall. The maximum corbeled projection beyond the face of the wall shall not exceed:
1. One-half of the wall thickness for multiwythe walls bonded by mortar or grout and wall ties or masonry headers.
2. One-half the wythe thickness for single wythe walls, masonry-bonded hollow walls, multiwythe walls with open collar joints and veneer walls.
R606.5.3 Corbeled masonry supporting floor or roofframing members. Where corbeled masonry is used to

support floor or roof-framing members, the top course of the corbel shall be a header course or the top course bed joint shall have ties to the vertical wall.

R606.6 Support conditions. Bearing and support conditions shall be in accordance with Sections R606.6.1 through R606.6.4.

R606.6.1 Bearing on support. Each masonry wythe shall be supported by at least two-thirds of the wythe thickness.

R606.6.2 Support at foundation. Cavity wall or masonry veneer construction shall be permitted to be supported on an 8-inch (203 mm) foundation wall, provided the 8-inch (203 mm) wall is corbeled to the width of the wall system above with masonry constructed of solid masonry units or masonry units filled with mortar or grout. The total horizontal projection of the corbel shall not exceed 2 inches (51 mm) with individual corbels projecting not more than one-third the thickness of the unit or one-half the height of the unit. The hollow space behind the corbeled masonry shall be filled with mortar or grout.

R606.6.3 Beam supports. Beams, girders or other concentrated loads supported by a wall or column shall have a bearing of not less than 3 inches (76 mm) in length measured parallel to the beam upon solid masonry not less than 4 inches (102 mm) in thickness, or upon a metal bearing plate of adequate design and dimensions to distribute the load safely, or upon a continuous reinforced masonry member projecting not less than 4 inches (102 mm) from the face of the wall.

R606.6.3.1 Joist bearing. Joists shall have a bearing of not less than 11/2 inches (38 mm), except as provided in Section R606.6.3, and shall be supported in accordance
with Figure R606.11(1).

R606.6.4 Lateral support. Masonry walls shall be laterally supported in either the horizontal or the vertical direction. The maximum spacing between lateral supports shall not exceed the distances in Table R606.6.4. Lateral support shall be provided by cross walls, pilasters, buttresses or structural frame members where the limiting distance is taken horizontally, or by floors or roofs where the limiting distance is taken vertically.

TABLE R606.6.4 SPACING OF LATERAL SUPPORT FOR MASONRY WALLS

CONSTRUCTION

MAXIMUM WALL LENGTH TO THICKNESS OR WALL HEIGHT TO THICKNESSa, b

Bearing walls:

Solid or solid grouted

All other

Nonbearing walls:

Exterior

Interior

For SI: 1 foot = 304.8 mm.
a. Except for cavity walls and cantilevered walls, the thickness of a wall shall be its nominal thickness measured perpendicular to the face of the wall. For cavity walls, the thickness shall be determined as the sum of the nominal thicknesses of the individual wythes. For cantilever walls, except for parapets, the ratio of height to nominal thickness shall not exceed 6 for solid masonry, or 4 for hollow masonry. For parapets, see Section R606.4.4.
b. An additional unsupported height of 6 feet is permitted for gable end walls.

248

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R606.6.4.1 Horizontal lateral support. Lateral support in the horizontal direction provided by intersecting masonry walls shall be provided by one of the methods in Section R606.6.4.1.1 or R606.6.4.1.2.
R606.6.4.1.1 Bonding pattern. Fifty percent of the units at the intersection shall be laid in an overlapping masonry bonding pattern, with alternate units having a bearing of not less than 3 inches (76 mm) on the unit below.
R606.6.4.1.2 Metal reinforcement. Interior nonload- bearing walls shall be anchored at their intersections, at vertical intervals of not more than 16 inches (406 mm) with joint reinforcement of not less than 9 gage [0.148 inch (4mm)], or 1/4-inch (6 mm) galvanized mesh hardware cloth. Intersecting masonry walls, other than interior nonloadbearing walls, shall be anchored at vertical intervals of not more than 8 inches (203 mm) with joint reinforcement of not less than 9 gage and shall extend not less than 30 inches (762 mm) in each direction at the intersection. Other metal ties, joint reinforcement or anchors, if used, shall be spaced to provide equivalent area of anchorage to that required by this section.
R606.6.4.2 Vertical lateral support. Vertical lateral support of masonry walls in Seismic Design Category A, B or C shall be provided in accordance with one of the methods in Section R606.6.4.2.1 or R606.6.4.2.2.
R606.6.4.2.1 Roof structures. Masonry walls shall be anchored to roof structures with metal strap anchors spaced in accordance with the manufacturer's instructions, 1/2-inch (13 mm) bolts spaced not more than 6 feet (1829 mm) on center, or other approved anchors. Anchors shall be embedded not less than 16 inches (406 mm) into the masonry, or be hooked or welded to bond beam reinforcement placed not less than 6 inches (152 mm) from the top of the wall.
R606.6.4.2.2 Floor diaphragms. Masonry walls shall be anchored to floor diaphragm framing by metal strap anchors spaced in accordance with the manufacturer's instructions, 1/2-inch-diameter (13 mm) bolts spaced at intervals not to exceed 6 feet (1829 mm) and installed as shown in Figure R606.11(1), or by other approved methods.
R606.7 Piers. The unsupported height of masonry piers shall not exceed 10 times their least dimension. Where structural clay tile or hollow concrete masonry units are used for isolated piers to support beams and girders, the cellular spaces shall be filled solidly with grout or Type M or S mortar, except that unfilled hollow piers shall be permitted to be used if their unsupported height is not more than four times their least dimension. Where hollow masonry units are solidly filled with grout or Type M, S or N mortar, the allowable compressive stress shall be permitted to be increased as provided in Table R606.9.
R606.7.1 Pier cap. Hollow piers shall be capped with 4 inches (102 mm) of solid masonry or concrete, a masonry cap block, or shall have cavities of the top course filled with concrete or grout.

R606.8 Chases. Chases and recesses in masonry walls shall not be deeper than one-third the wall thickness, and the maximum length of a horizontal chase or horizontal projection shall not exceed 4 feet (1219 mm), and shall have not less than 8 inches (203 mm) of masonry in back of the chases and recesses and between adjacent chases or recesses and the jambs of openings. Chases and recesses in masonry walls shall be designed and constructed so as not to reduce the required strength or required fire resistance of the wall and in no case shall a chase or recess be permitted within the required area of a pier. Masonry directly above chases or recesses wider than 12 inches (305 mm) shall be supported on noncombustible lintels.
R606.9 Allowable stresses. Allowable compressive stresses in masonry shall not exceed the values prescribed in Table R606.9. In determining the stresses in masonry, the effects of all loads and conditions of loading and the influence of all forces affecting the design and strength of the several parts shall be taken into account.
R606.9.1 Combined units. In walls or other structural members composed of different kinds or grades of units, materials or mortars, the maximum stress shall not exceed the allowable stress for the weakest of the combination of units, materials and mortars of which the member is composed. The net thickness of any facing unit that is used to resist stress shall be not less than 11/2 inches (38 mm).
R606.10 Lintels. Masonry over openings shall be supported by steel lintels, reinforced concrete or masonry lintels or masonry arches, designed to support load imposed.
R606.11 Anchorage. Masonry walls shall be anchored to floor and roof systems in accordance with the details shown in Figure R606.11(1), R606.11(2) or R606.11(3). Footings shall be permitted to be considered as points of lateral support.
R606.12 Seismic requirements. The seismic requirements of this section shall apply to the design of masonry and the construction of masonry building elements located in Seismic Design Category D0, D1 or D2. Townhouses in Seismic Design Category C shall comply with the requirements of Section R606.12.2. These requirements shall not apply to glass unit masonry conforming to Section R610, anchored masonry veneer conforming to Section R703.8 or adhered masonry veneer conforming to Section R703.12.
R606.12.1 General. Masonry structures and masonry elements shall comply with the requirements of Sections R606.12.2 through R606.12.4 based on the seismic design category established in Table R301.2(1). Masonry structures and masonry elements shall comply with the requirements of Section R606.12 and Figures R606.11(1), R606.11(2) and R606.11(3) or shall be designed in accordance with TMS 402/ACI 530/ASCE 5 or TMS 403.
R606.12.1.1 Floor and roof diaphragm construction. Floor and roof diaphragms shall be constructed of wood structural panels attached to wood framing in accordance with Table R602.3(1) or to cold-formed steel floor framing in accordance with Table R505.3.1(2) or to cold-formed steel roof framing in accordance with Table R804.3. Additionally, sheathing panel edges perpendicular to framing members shall be backed by blocking, and sheathing shall be connected to the blocking with

2015 INTERNATIONAL RESIDENTIAL CODE®

249

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

fasteners at the edge spacing. For Seismic Design Cate-
gories C, D0, D1 and D2, where the width-to-thickness dimension of the diaphragm exceeds 2-to-1, edge spac-
ing of fasteners shall be 4 inches (102 mm) on center.

TABLE R606.9 ALLOWABLE COMPRESSIVE STRESSES FOR
EMPIRICAL DESIGN OF MASONRY

CONSTRUCTION; COMPRESSIVE STRENGTH
OF UNIT, GROSS AREA

ALLOWABLE COMPRESSIVE STRESSESa GROSS
CROSS-SECTIONAL AREAb
Type M or S mortar Type N mortar

Solid masonry of brick and

other solid units of clay or

shale; sand-lime or con-

crete brick:

8,000 + psi

350

300

4,500 psi

225

200

2,500 psi

160

140

1,500 psi

115

100

Groutedc masonry, of clay

or shale; sand-lime or con-

crete:

4,500 + psi

225

200

2,500 psi

160

140

1,500 psi

115

100

Solid masonry of solid con-

crete masonry units:

3,000 + psi

225

200

2,000 psi

160

140

1,200 psi

115

100

Masonry of hollow load-

bearing units:

2,000 + psi

140

120

1,500 psi

115

100

1,000 psi

700 psi

Hollow walls (cavity or

masonry bondedd) solid

units:

2,500 + psi

160

140

1,500 psi

115

100

Hollow units

Stone ashlar masonry:

Granite

720

640

Limestone or marble

450

400

Sandstone or cast stone

360

320

Rubble stone masonry:

Coarse, rough or random

120

100

For SI: 1 pound per square inch = 6.895 kPa.
a. Linear interpolation shall be used for determining allowable stresses for masonry units having compressive strengths that are intermediate between those given in the table.
b. Gross cross-sectional area shall be calculated on the actual rather than nominal dimensions.
c. See Section R606.13.
d. Where floor and roof loads are carried upon one wythe, the gross crosssectional area is that of the wythe under load; if both wythes are loaded, the gross cross-sectional area is that of the wall minus the area of the cavity between the wythes. Walls bonded with metal ties shall be considered as cavity walls unless the collar joints are filled with mortar or grout.

R606.12.2 Seismic Design Category C. Townhouses located in Seismic Design Category C shall comply with the requirements of this section.
R606.12.2.1 Minimum length of wall without openings. Table R606.12.2.1 shall be used to determine the minimum required solid wall length without openings at each masonry exterior wall. The provided percentage of solid wall length shall include only those wall segments that are 3 feet (914 mm) or longer. The maximum clear distance between wall segments included in determining the solid wall length shall not exceed 18 feet (5486 mm). Shear wall segments required to meet the minimum wall length shall be in accordance with Section R606.12.2.2.3.
R606.12.2.2 Design of elements not part of the lateral force-resisting system.
R606.12.2.2.1 Load-bearing frames or columns. Elements not part of the lateral force-resisting system shall be analyzed to determine their effect on the response of the system. The frames or columns shall be adequate for vertical load carrying capacity and induced moment caused by the design story drift.
R606.12.2.2.2 Masonry partition walls. Masonry partition walls, masonry screen walls and other masonry elements that are not designed to resist vertical or lateral loads, other than those induced by their own weight, shall be isolated from the structure so that vertical and lateral forces are not imparted to these elements. Isolation joints and connectors between these elements and the structure shall be designed to accommodate the design story drift.
R606.12.2.2.3 Reinforcement requirements for masonry elements. Masonry elements listed in Section R606.12.2.2.2 shall be reinforced in either the horizontal or vertical direction as shown in Figure R606.11(2) and in accordance with the following:
1. Horizontal reinforcement. Horizontal joint reinforcement shall consist of not less than two longitudinal W1.7 wires spaced not more than 16 inches (406 mm) for walls greater than 4 inches (102 mm) in width and not less than one longitudinal W1.7 wire spaced not more than 16 inches (406 mm) for walls not exceeding 4 inches (102 mm) in width; or not less than one No. 4 bar spaced not more than 48 inches (1219 mm). Where two longitudinal wires of joint reinforcement are used, the space between these wires shall be the widest that the mortar joint will accommodate. Horizontal reinforcement shall be provided within 16 inches (406 mm) of the top and bottom of these masonry elements.
2. Vertical reinforcement. Vertical reinforcement shall consist of not less than one No. 4 bar spaced not more than 48 inches (1219 mm). Vertical reinforcement shall be located within 16 inches (406 mm) of the ends of masonry walls.

250

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SHEATHING NAILED IN ACCORDANCE WITH TABLE R602.3(1)

RAFTER

BLOCKING

CEILING JOIST

3-16d

16d AT 16 IN. O.C.

½ IN. BOLT AT 8 FT. O.C. EMBEDDED 4 IN. MIN.

2 IN. NOMINAL PLATE

SHEATHING NAILED IN ACCORDANCE WITH TABLE R602.3(1)

3-16d
½ IN. BOLT AT 8 FT. O.C. EMBEDDED 4 IN. MIN.

BOLT EMBEDDED 4 IN.
SEE TABLE FOR BOLT SIZE AND SPACING

2-8d PER SHEATHING
JOIST
APPROVED METAL CONNECTOR 3 IN. NOMINAL LEDGER

LEDGER BOLT SIZE AND SPACING

JOIST SPAN 10 FT. 10--15 FT. 15--20 FT.

BOLT SIZE AND SPACING

ROOF

FLOOR

1/2 AT 2 FT. 6 IN. 7/8 AT 3 FT. 6 IN.
1/2 AT 1 FT. 9 IN. 7/8 AT 2 FT. 6 IN.
1/2 AT 1 FT. 3 IN. 7/8 AT 2 FT. 0 IN.

1/2 AT 2 FT. 0 IN. 7/8 AT 2 FT. 9 IN.
1/2 AT 1 FT. 4 IN. 7/8 AT 2 FT. 0 IN.
1/2 AT 1 FT. 0 IN. 7/8 AT 1 FT. 6 IN.

JOISTS PERPENDICULAR TO WALL
SEE TABLE ABOVE FOR BOLT AND SIZE SPACING

3 IN. NOMINAL BLOCKING JOIST

SHEATHING NAILED IN

ACCORANCE WITH

TABLE R602.3(1)

3-16d PER JOIST

SPACING

3 IN. NOMINAL END JOIST

3-16d PER JOIST SPACING 3 IN. NOMINAL LEDGER EMBEDDED 4 IN. MIN.

1/2 IN. BOLT AT 8 FT. O.C. EMBEDDED AT 4 IN. MIN.

JOISTS PARALLEL TO WALL

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0.479 kPa. Note: Where bolts are located in hollow masonry, the cells in the courses receiving the bolt shall be grouted solid.
FIGURE R606.11(1) ANCHORAGE REQUIREMENTS FOR MASONRY WALLS LOCATED IN SEISMIC DESIGN CATEGORY A, B OR C AND WHERE WIND LOADS ARE LESS THAN 30 PSF

2015 INTERNATIONAL RESIDENTIAL CODE®

251

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ROOF CONNECTORS AT 48 IN. MAX. O.C.

ROOF

#4 BARS AROUND OPENINGS
DETAIL B
#4 BARS WITHIN 8 IN. OF ENDS OF WALLS AND AT CORNERS

#4 BARS (MIN.) AT DIAPHRAGMS CONT. THRU C.J.
#4 BARS (MIN.) WITHIN 8 IN. OF ALL C.J.'S
CONTROL JOINT (C.J.)

#4 BARS AT 10 FT O.C.

24 IN. OR 40 db

#4 BARS AT 10 FT O.C. OR W1.7 JOINT REINFORCED AT 16 IN. O.C.

MINIMUM REINFORCEMENT FOR MASONRY WALLS

2 IN. PLATE WITH ½ IN. BOLTS NOT MORE THAN 4 FT O.C. EMBEDDED 4 IN. MIN.

ANCHOR BOLTS
TWO #4 LATERAL TIES WITHIN TOP 5 IN. OF COLUMN THAT ENCLOSE ANCHOR BOLTS AND VERTICAL REINFORCEMENT

5 IN. MAX COLUMN TIES

BOND BEAM STEEL TWO ½ IN. BARS LINTEL STEEL SEE SECTION R606.10
REINFORCEMENT-- SEE SECTIONS R606.12.2.2.3 AND R606.12.2.3.3
NOT HEADER COURSE
LAP 40 DIA.

3 IN. x 3 IN. x ¼ IN. CLIP ANGLE 4 FT O.C. ONE ½ IN. BOLT

VERTICAL COLUMN REINFORCEMENT

REINFORCEMENT SHALL HAVE MIN. ¼ IN. CLEARANCE
12 IN. MAX. BEFORE GROUTING

METAL TIES

DOWEL

SEE SECTION R608.1.2

HEADER COURSES NOT PERMITTED
MIN. ¾ IN. GROUT

WHERE INTERIOR STUD PARTITION MEETS WALL BOLT END STUD WITH ½ IN. BOLTS 3 FT O.C.
LAP 40 DIA. SECTION 1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R606.11(2) REQUIREMENTS FOR REINFORCED GROUTED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY C

252

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

ROOF CONNECTORS AT 48 IN. MAX. O.C.

ROOF

#4 BARS AROUND OPENINGS
DETAIL B
#4 BARS WITHIN 8 IN. OF ENDS OF WALLS AND AT CORNERS

#4 BARS (MIN.) AT DIAPHRAGMS CONT. THRU C.J.
#4 BARS (MIN.) WITHIN 8 IN. OF ALL C.J.'S
CONTROL JOINT (C.J.)

#4 BARS AT 48 IN. O.C.

24 IN. OR 40 db

#4 BARS at 48 IN. O.C.

MINIMUM REINFORCEMENT FOR MASONRY WALLS

3 IN. x 3¼ IN. CLIP ANGLE 4 FT. O.C., ONE ½ IN. BOLT

ANCHOR BOLTS

5 IN. MAX

HEIGHT 8 FT. MAX.

BOND BEAM TWO ½ IN. BARS STEEL

TWO #4 LATERAL TIES WITHIN TOP 5 IN. OF COLUMN THAT ENCLOSE ANCHOR BOLTS AND VERTICAL REINFORCEMENT

½ IN. BOLTS NOT MORE THAN 4 FT. O.C. IN CELLS WITH VERTICAL ROD WHERE POSSIBLE EMBEDDED 4 IN. MIN.

VERTICAL COLUMN REINFORCEMENT

TIE COURSE

LINTEL BAR OR BARS--SEE

REINFORCEMENTS--

SECTION R606.10

SEE SECTIONS

R606.12.2.2.3, R606.12.3.2

AND R606.12.4

DOWEL 2 FT. 6 IN. LONG

SECTION C 3/8 IN. DOWEL

3/8 IN. ROD

#3 COLUMN TIES AT 8 IN. MAX.

6 IN.

18 IN. MIN.

6 IN.
14 IN.
FOUNDATION FOR WOOD FLOOR

6 IN. MIN.
6 IN.
14 IN. FOUNDATION FOR CONCRETE FLOOR

FOUNDATION

DETAIL "A"

INSPECTION OPENING NOT REQUIRED IF INSPECTED AT THE COURSE

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. Note: A full bed joint must be provided. Cells containing vertical bars are to be filled to the top of wall and provide inspection opening as shown on detail "A." Horizontal bars are to be laid as shown on detail "B." Lintel bars are to be laid as shown on Section C.
FIGURE R606.11(3) REQUIREMENTS FOR REINFORCED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY D0, D1 OR D2

2015 INTERNATIONAL RESIDENTIAL CODE®

253

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SESIMIC DESIGN CATEGORY

TABLE R606.12.2.1 MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES

MINIMUM SOLID WALL LENGTH (percent)a

One story or top story of two story

Wall supporting light-framed second story and roof

Wall supporting masonry second story and roof

Townhouses in C

D0 or D1

NP = Not permitted, except with design in accordance with the International Building Code. a. For all walls, the minimum required length of solid walls shall be based on the table percent multiplied by the dimension, parallel to the wall direction under
consideration, of a rectangle inscribing the overall building plan.

R606.12.2.3 Design of elements part of the lateral force-resisting system.
R606.12.2.3.1 Connections to masonry shear walls. Connectors shall be provided to transfer forces between masonry walls and horizontal elements in accordance with the requirements of Section 4.1.4 of TMS 402/ACI 530/ASCE 5. Connectors shall be designed to transfer horizontal design forces acting either perpendicular or parallel to the wall, but not less than 200 pounds per linear foot (2919 N/m) of wall. The maximum spacing between connectors shall be 4 feet (1219 mm). Such anchorage mechanisms shall not induce tension stresses perpendicular to grain in ledgers or nailers.
R606.12.2.3.2 Connections to masonry columns. Connectors shall be provided to transfer forces between masonry columns and horizontal elements in accordance with the requirements of Section 4.1.4 of TMS 402/ACI 530/ASCE 5. Where anchor bolts are used to connect horizontal elements to the tops of columns, the bolts shall be placed within lateral ties. Lateral ties shall enclose both the vertical bars in the column and the anchor bolts. There shall be not less than two No. 4 lateral ties provided in the top 5 inches (127 mm) of the column.
R606.12.2.3.3 Minimum reinforcement requirements for masonry shear walls. Vertical reinforcement of not less than one No. 4 bar shall be provided at corners, within 16 inches (406 mm) of each side of openings, within 8 inches (203 mm) of each side of movement joints, within 8 inches (203 mm) of the ends of walls, and at a maximum spacing of 10 feet (3048 mm).
Horizontal joint reinforcement shall consist of not less than two wires of W1.7 spaced not more than 16 inches (406 mm); or bond beam reinforcement of not less than one No. 4 bar spaced not more than 10 feet (3048 mm) shall be provided. Horizontal reinforcement shall be provided at the bottom and top of wall openings and shall extend not less than 24 inches (610 mm) nor less than 40 bar diameters past the opening; continuously at structurally connected roof and floor levels; and within 16 inches (406 mm) of the top of walls.
R606.12.3 Seismic Design Category D0 or D1. Structures in Seismic Design Category D0 or D1 shall comply with

the requirements of Seismic Design Category C and the additional requirements of this section. AAC masonry shall not be used for the design of masonry elements that are part of the lateral force-resisting system.
R606.12.3.1 Design requirements. Masonry elements other than those covered by Section R606.12.2.2.2 shall be designed in accordance with the requirements of Chapters 1 through 7 and Sections 8.1 and 8.3 of TMS 402, ACI 530/ASCE 5 and shall meet the minimum reinforcement requirements contained in Sections R606.12.3.2 and R606.12.3.2.1. Otherwise, masonry shall be designed in accordance with TMS 403.
Exception: Masonry walls limited to one story in height and 9 feet (2743 mm) between lateral supports need not be designed provided they comply with the minimum reinforcement requirements of Sections R606.12.3.2 and R606.12.3.2.1.
R606.12.3.2 Minimum reinforcement requirements for masonry walls. Masonry walls other than those covered by Section R606.12.2.2.3 shall be reinforced in both the vertical and horizontal direction. The sum of the cross-sectional area of horizontal and vertical reinforcement shall be not less than 0.002 times the gross cross-sectional area of the wall, and the minimum cross-sectional area in each direction shall be not less than 0.0007 times the gross cross-sectional area of the wall. Reinforcement shall be uniformly distributed. Table R606.12.3.2 shows the minimum reinforcing bar sizes required for varying thicknesses of masonry walls. The maximum spacing of reinforcement shall be 48 inches (1219 mm) provided that the walls are solid grouted and constructed of hollow open-end units, hollow units laid with full head joints or two wythes of solid units. The maximum spacing of reinforcement shall be 24 inches (610 mm) for all other masonry.
R606.12.3.2.1 Shear wall reinforcement requirements. The maximum spacing of vertical and horizontal reinforcement shall be the smaller of onethird the length of the shear wall, one-third the height of the shear wall, or 48 inches (1219 mm). The minimum cross-sectional area of vertical reinforcement shall be one-third of the required shear reinforcement. Shear reinforcement shall be anchored around vertical reinforcing bars with a standard hook.

254

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R606.12.3.2 MINIMUM DISTRIBUTED WALL REINFORCEMENT FOR BUILDINGS ASSIGNED TO SEISMIC DESIGN CATEGORY D0 or D1

NOMINAL WALL THICKNESS (inches)

MINIMUM SUM OF THE VERTICAL AND HORIZONTAL
REINFORCEMENT AREASa (square inches per foot)

MINIMUM REINFORCEMENT AS DISTRIBUTED IN BOTH
HORIZONTAL AND VERTICAL DIRECTIONSb
(square inches per foot)

MINUMUM BAR SIZE FOR REINFORCEMENT SPACED AT 48 INCHES

0.135

0.047

0.183

0.064

0.231

0.081

0.279

0.098

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch per foot = 2064 mm2/m. a. Based on the minimum reinforcing ratio of 0.002 times the gross cross-sectional area of the wall. b. Based on the minimum reinforcing ratio each direction of 0.0007 times the gross cross-sectional area of the wall.

R606.12.3.3 Minimum reinforcement for masonry
columns. Lateral ties in masonry columns shall be
spaced not more than 8 inches (203 mm) on center and shall be not less than 3/8-inch (9.5 mm) diameter. Lateral ties shall be embedded in grout.

R606.12.3.4 Material restrictions. Type N mortar or masonry cement shall not be used as part of the lateral force-resisting system.

R606.12.3.5 Lateral tie anchorage. Standard hooks for lateral tie anchorage shall be either a 135-degree (2.4 rad) standard hook or a 180-degree (3.2 rad) standard hook.

R606.12.4 Seismic Design Category D2. Structures in Seismic Design Category D2 shall comply with the requirements of Seismic Design Category D1 and to the additional requirements of this section.

R606.12.4.1 Design of elements not part of the lateral force-resisting system. Stack bond masonry that is not part of the lateral force-resisting system shall have a horizontal cross-sectional area of reinforcement of not less than 0.0015 times the gross cross-sectional area of masonry. Table R606.12.4.1 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 24 inches (610 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.

TABLE R606.12.4.1 MINIMUM REINFORCING FOR STACKED BONDED MASONRY WALLS IN SEISMIC DESIGN CATEGORY D2

NOMINAL WALL THICKNESS (inches)

MINIMUM BAR SIZE SPACED AT 24 INCHES

For SI: 1 inch = 25.4 mm.

R606.12.4.2 Design of elements part of the lateral force-resisting system. Stack bond masonry that is part of the lateral force-resisting system shall have a horizontal cross-sectional area of reinforcement of not less than 0.0025 times the gross cross-sectional area of masonry. Table R606.12.4.2 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 16 inches (406 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.

TABLE R606.12.4.2 MINIMUM REINFORCING FOR STACKED BONDED MASONRY WALLS IN SEISMIC DESIGN CATEGORY D2

NOMINAL WALL THICKNESS (inches)

MINIMUM BAR SIZE SPACED AT 16 INCHES

For SI: 1 inch = 25.4 mm.

R606.13 Multiple-wythe masonry. The facing and backing of multiple-wythe masonry walls shall be bonded in accordance with Section R606.13.1, R606.13.2 or R606.13.3. In cavity walls, neither the facing nor the backing shall be less than 3 inches (76 mm) nominal in thickness and the cavity shall be not more than 4 inches (102 mm) nominal in width. The backing shall be not less than as thick as the facing.
Exception: Cavities shall be permitted to exceed the 4inch (102 mm) nominal dimension provided tie size and tie spacing have been established by calculation.
R606.13.1 Bonding with masonry headers. Bonding with solid or hollow masonry headers shall comply with Sections R606.13.1.1 and R606.13.1.2.
R606.13.1.1 Solid units. Where the facing and backing (adjacent wythes) of solid masonry construction are bonded by means of masonry headers, not less than 4 percent of the wall surface of each face shall be composed of headers extending not less than 3 inches (76 mm) into the backing. The distance between adjacent full-length headers shall not exceed 24 inches (610 mm) either vertically or horizontally. In walls in which a single header does not extend through the wall, headers from the opposite sides shall overlap not less than 3 inches (76 mm), or headers from opposite sides shall be covered with another header course overlapping the header below not less than 3 inches (76 mm).
R606.13.1.2 Hollow units. Where two or more hollow units are used to make up the thickness of a wall, the stretcher courses shall be bonded at vertical intervals not exceeding 34 inches (864 mm) by lapping not less than 3 inches (76 mm) over the unit below, or by lapping at vertical intervals not exceeding 17 inches (432 mm) with units that are not less than 50 percent thicker than the units below.

2015 INTERNATIONAL RESIDENTIAL CODE®

255

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R606.13.2 Bonding with wall ties or joint reinforcement. Bonding with wall ties or joint reinforcement shall comply with Section R606.13.2.3.
R606.13.2.1 Bonding with wall ties. Bonding with wall ties, except as required by Section R607, where the facing and backing (adjacent wythes) of masonry walls are bonded with 3/16-inch-diameter (5 mm) wall ties embedded in the horizontal mortar joints, there shall be not less than one metal tie for each 41/2 square feet (0.418 m2) of wall area. Ties in alternate courses shall be staggered. The maximum vertical distance between ties shall not exceed 24 inches (610 mm), and the maximum horizontal distance shall not exceed 36 inches (914 mm). Rods or ties bent to rectangular shape shall be used with hollow masonry units laid with the cells vertical. In other walls, the ends of ties shall be bent to 90-degree (0.79 rad) angles to provide hooks not less than 2 inches (51 mm) long. Additional bonding ties shall be provided at all openings, spaced not more than 3 feet (914 mm) apart around the perimeter and within 12 inches (305 mm) of the opening.
R606.13.2.2 Bonding with adjustable wall ties. Where the facing and backing (adjacent wythes) of masonry are bonded with adjustable wall ties, there shall be not less than one tie for each 2.67 square feet (0.248 m2) of wall area. Neither the vertical nor the horizontal spacing of the adjustable wall ties shall exceed 24 inches (610 mm). The maximum vertical offset of bed joints from one wythe to the other shall be 1.25 inches (32 mm). The maximum clearance between connecting parts of the ties shall be 1/ 16 inch (2 mm). Where pintle legs are used, ties shall have not less than two 3/16-inch-diameter (5 mm) legs.
R606.13.2.3 Bonding with prefabricated joint reinforcement. Where the facing and backing (adjacent wythes) of masonry are bonded with prefabricated joint reinforcement, there shall be not less than one cross wire serving as a tie for each 2.67 square feet (0.248 m2) of wall area. The vertical spacing of the joint reinforcement shall not exceed 16 inches (406 mm). Cross wires on prefabricated joint reinforcement shall not be smaller than No. 9 gage. The longitudinal wires shall be embedded in the mortar.
R606.13.3 Bonding with natural or cast stone. Bonding with natural and cast stone shall conform to Sections R606.13.3.1 and R606.13.3.2.
R606.13.3.1 Ashlar masonry. In ashlar masonry, bonder units, uniformly distributed, shall be provided to the extent of not less than 10 percent of the wall area. Such bonder units shall extend not less than 4 inches (102 mm) into the backing wall.
R606.13.3.2 Rubble stone masonry. Rubble stone masonry 24 inches (610 mm) or less in thickness shall have bonder units with a maximum spacing of 3 feet (914 mm) vertically and 3 feet (914 mm) horizontally, and if the masonry is of greater thickness than 24 inches (610 mm), shall have one bonder unit for each 6 square feet (0.557 m2) of wall surface on both sides.

R606.14 Anchored and adhered masonry veneer.
R606.14.1 Anchored veneer. Anchored masonry veneer installed over a backing of wood or cold-formed steel shall meet the requirements of Section R703.8.
R606.14.2 Adhered veneer. Adhered masonry veneer shall be installed in accordance with the requirements of Section R703.12.
SECTION R607 GLASS UNIT MASONRY
R607.1 General. Panels of glass unit masonry located in load-bearing and nonload-bearing exterior and interior walls shall be constructed in accordance with this section.
R607.2 Materials. Hollow glass units shall be partially evacuated and have a minimum average glass face thickness of 3/16 inch (5 mm). The surface of units in contact with mortar shall be treated with a polyvinyl butyral coating or latex-based paint. The use of reclaimed units is prohibited.
R607.3 Units. Hollow or solid glass block units shall be standard or thin units.
R607.3.1 Standard units. The specified thickness of standard units shall be not less than 37/8 inches (98 mm).
R607.3.2 Thin units. The specified thickness of thin units shall be not less than 31/8 inches (79 mm) for hollow units and not less than 3 inches (76 mm) for solid units.
R607.4 Isolated panels. Isolated panels of glass unit masonry shall conform to the requirements of this section.
R607.4.1 Exterior standard-unit panels. The maximum area of each individual standard-unit panel shall be 144 square feet (13.4 m2) where the design wind pressure is 20 pounds per square foot (958 Pa). The maximum area of such panels subjected to design wind pressures other than 20 pounds per square foot (958 Pa) shall be in accordance with Figure R607.4.1. The maximum panel dimension between structural supports shall be 25 feet (7620 mm) in width or 20 feet (6096 mm) in height.
R607.4.2 Exterior thin-unit panels. The maximum area of each individual thin-unit panel shall be 85 square feet (7.9 m2). The maximum dimension between structural supports shall be 15 feet (4572 mm) in width or 10 feet (3048 mm) in height. Thin units shall not be used in applications where the design wind pressure as stated in Table R301.2(1) exceeds 20 pounds per square foot (958 Pa).
R607.4.3 Interior panels. The maximum area of each individual standard-unit panel shall be 250 square feet (23.2 m2). The maximum area of each thin-unit panel shall be 150 square feet (13.9 m2). The maximum dimension between structural supports shall be 25 feet (7620 mm) in width or 20 feet (6096 mm) in height.
R607.4.4 Curved panels. The width of curved panels shall conform to the requirements of Sections R607.4.1, R607.4.2 and R607.4.3, except additional structural supports shall be provided at locations where a curved section joins a straight section, and at inflection points in multicurved walls.

256

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R607.5 Panel support. Glass unit masonry panels shall conform to the support requirements of this section.
R607.5.1 Deflection. The maximum total deflection of structural members that support glass unit masonry shall not exceed l/600.
R607.5.2 Lateral support. Glass unit masonry panels shall be laterally supported along the top and sides of the panel. Lateral supports for glass unit masonry panels shall be designed to resist not less than 200 pounds per lineal feet (2918 N/m) of panel, or the actual applied loads, whichever is greater. Except for single unit panels, lateral support shall be provided by panel anchors along the top and sides spaced not greater than 16 inches (406 mm) on center or by channel-type restraints. Single unit panels shall be supported by channel-type restraints.
Exceptions:
1. Lateral support is not required at the top of panels that are one unit wide.
2. Lateral support is not required at the sides of panels that are one unit high.
R607.5.2.1 Panel anchor restraints. Panel anchors shall be spaced not greater than 16 inches (406 mm) on center in both jambs and across the head. Panel anchors shall be embedded not less than 12 inches (305 mm) and shall be provided with two fasteners so as to resist the loads specified in Section R607.5.2.

R607.5.2.2 Channel-type restraints. Glass unit masonry panels shall be recessed not less than 1 inch (25 mm) within channels and chases. Channel-type restraints shall be oversized to accommodate expansion material in the opening, packing and sealant between the framing restraints, and the glass unit masonry perimeter units.
R607.6 Sills. Before bedding of glass units, the sill area shall be covered with a water base asphaltic emulsion coating. The coating shall be not less than 1/8 inch (3 mm) thick.
R607.7 Expansion joints. Glass unit masonry panels shall be provided with expansion joints along the top and sides at all structural supports. Expansion joints shall be not less than 3/8 inch (10 mm) in thickness and shall have sufficient thickness to accommodate displacements of the supporting structure. Expansion joints shall be entirely free of mortar and other debris and shall be filled with resilient material.
R607.8 Mortar. Glass unit masonry shall be laid with Type S or N mortar. Mortar shall not be retempered after initial set. Mortar unused within 11/2 hours after initial mixing shall be discarded.
R607.9 Reinforcement. Glass unit masonry panels shall have horizontal joint reinforcement spaced not greater than 16 inches (406 mm) on center located in the mortar bed joint. Horizontal joint reinforcement shall extend the entire length of the panel but shall not extend across expansion joints. Longitudinal wires shall be lapped not less than 6 inches (152 mm) at splices. Joint reinforcement shall be placed in the bed

DESIGN WIND PRESSURE (psf)

50
40 STANDARD UNIT PANELS
30

100

150

200

250

300

MAXIMUM AREA OF PANEL (SQUARE FEET)

For SI: 1 square foot = 0.0929 m2, 1 pound per square foot = 0.0479 kPa.
FIGURE R607.4.1 GLASS UNIT MASONRY DESIGN WIND LOAD RESISTANCE

2015 INTERNATIONAL RESIDENTIAL CODE®

257

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

joint immediately below and above openings in the panel. The reinforcement shall have not less than two parallel longitudinal wires of size W1.7 or greater, and have welded cross wires of size W1.7 or greater.
R607.10 Placement. Glass units shall be placed so head and bed joints are filled solidly. Mortar shall not be furrowed. Head and bed joints of glass unit masonry shall be 1/4 inch (6.4 mm) thick, except that vertical joint thickness of radial panels shall be not less than 1/8 inch (3 mm) or greater than 5/8 inch (16 mm). The bed joint thickness tolerance shall be minus 1/16 inch (1.6 mm) and plus 1/8 inch (3 mm). The head joint thickness tolerance shall be plus or minus 1/8 inch (3 mm).
SECTION R608 EXTERIOR CONCRETE WALL CONSTRUCTION
R608.1 General. Exterior concrete walls shall be designed and constructed in accordance with the provisions of this section or in accordance with the provisions of PCA 100 or ACI 318. Where PCA 100, ACI 318 or the provisions of this section are used to design concrete walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.
R608.1.1 Interior construction. These provisions are based on the assumption that interior walls and partitions, both load-bearing and nonload-bearing, floors and roof/ ceiling assemblies are constructed of light-framed construction complying with the limitations of this code and the additional limitations of Section R608.2. Design and construction of light-framed assemblies shall be in accordance with the applicable provisions of this code. Where secondstory exterior walls are of light-framed construction, they shall be designed and constructed as required by this code.
Aspects of concrete construction not specifically addressed by this code, including interior concrete walls, shall comply with ACI 318.
R608.1.2 Other concrete walls. Exterior concrete walls constructed in accordance with this code shall comply with the shapes and minimum concrete cross-sectional dimensions of Table R608.3. Other types of forming systems resulting in concrete walls not in compliance with this section shall be designed in accordance with ACI 318.
R608.2 Applicability limits. The provisions of this section shall apply to the construction of exterior concrete walls for buildings not greater than 60 feet (18 288 mm) in plan dimensions, floors with clear spans not greater than 32 feet (9754 mm) and roofs with clear spans not greater than 40 feet (12 192 mm). Buildings shall not exceed 35 feet (10 668 mm) in mean roof height or two stories in height above grade. Floor/ ceiling dead loads shall not exceed 10 pounds per square foot (479 Pa), roof/ceiling dead loads shall not exceed 15 pounds per square foot (718 Pa) and attic live loads shall not exceed 20 pounds per square foot (958 Pa). Roof overhangs shall not exceed 2 feet (610 mm) of horizontal projection beyond the exterior wall and the dead load of the overhangs shall not exceed 8 pounds per square foot (383 Pa).

Walls constructed in accordance with the provisions of this section shall be limited to buildings subjected to a maximum design wind speed of 160 mph (72 m/s) Exposure B, 136 mph (61 m/s) Exposure C and 125 mph (56 m/s) Exposure D. Walls constructed in accordance with the provisions of this section shall be limited to detached one- and two-family dwellings and townhouses assigned to Seismic Design Category A or B, and detached one- and two-family dwellings assigned to Seismic Design Category C.
Buildings that are not within the scope of this section shall be designed in accordance with PCA 100 or ACI 318.
R608.3 Concrete wall systems. Concrete walls constructed in accordance with these provisions shall comply with the shapes and minimum concrete cross-sectional dimensions of Table R608.3.
R608.3.1 Flat wall systems. Flat concrete wall systems shall comply with Table R608.3 and Figure R608.3(1) and have a minimum nominal thickness of 4 inches (102 mm).
R608.3.2 Waffle-grid wall systems. Waffle-grid wall systems shall comply with Table R608.3 and Figure R608.3(2) and shall have a minimum nominal thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The core and web dimensions shall comply with Table R608. 3. The maximum weight of wafflegrid walls shall comply with Table R608.3.
R608.3.3 Screen-grid wall systems. Screen-grid wall systems shall comply with Table R608.3 and Figure R608.3(3) and shall have a minimum nominal thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The core dimensions shall comply with Table R608.3. The maximum weight of screen-grid walls shall comply with Table R608.3.
R608.4 Stay-in-place forms. Stay-in-place concrete forms shall comply with this section.
R608.4.1 Surface burning characteristics. The flame spread index and smoke-developed index of forming material, other than foam plastic, left exposed on the interior shall comply with Section R302.9. The surface burning characteristics of foam plastic used in insulating concrete forms shall comply with Section R316.3.
R608.4.2 Interior covering. Stay-in-place forms constructed of rigid foam plastic shall be protected on the interior of the building as required by Sections R316.4 and R702.3.4. Where gypsum board is used to protect the foam plastic, it shall be installed with a mechanical fastening system. Use of adhesives is permitted in addition to mechanical fasteners.
R608.4.3 Exterior wall covering. Stay-in-place forms constructed of rigid foam plastics shall be protected from sunlight and physical damage by the application of an approved exterior wall covering complying with this code. Exterior surfaces of other stay-in-place forming systems shall be protected in accordance with this code.
Requirements for installation of masonry veneer, stucco and other finishes on the exterior of concrete walls and other construction details not covered in this section shall comply with the requirements of this code.

258

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

WALL TYPE AND NOMINAL
THICKNESS
4 Flatd 6 Flatd 8 Flatd 10 Flatd 6 Waffle-grid 8 Waffle-grid 6 Screen-grid

MAXIMUM WALL WEIGHTc
(psf)
50 75 100 125 56 76 53

TABLE R608.3 DIMENSIONAL REQUIREMENTS FOR WALLSa, b

MINIMUM WIDTH, W, OF VERTICAL CORES
(inches)

MINIMUM THICKNESS, T, OF VERTICAL CORES
(inches)

MAXIMUM SPACING OF VERTICAL CORES
(inches)

N/A

5.5e

6.25g

MAXIMUM SPACING OF HORIZONTAL
CORES (inches)
N/A
N/A
N/A
N/A
16
16
12

MINIMUM WEB THICKNESS (inches)
N/A N/A N/A N/A
2 2 N/A

For SI: 1 inch = 25.4 mm; 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2, 1 inch4 = 42 cm4.
a. Width "W," thickness "T," spacing and web thickness, refer to Figures R608.3(2) and R608.3(3).
b. N/A indicates not applicable.
c. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes.
d. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than 1/2 inch less or more than 1/4 inch more than the nominal dimension indicated.
e. Vertical core is assumed to be elliptical-shaped. Another shape core is permitted provided the minimum thickness is 5 inches, the moment of inertia, I, about the centerline of the wall (ignoring the web) is not less than 65 inch4, and the area, A, is not less than 31.25 square inches. The width used to calculate A and I shall not exceed 8 inches.
f. Vertical core is assumed to be circular. Another shape core is permitted provided the minimum thickness is 7 inches, the moment of inertia, I, about the centerline of the wall (ignoring the web) is not less than 200 inch4, and the area, A, is not less than 49 square inches. The width used to calculate A and I shall not exceed 8 inches.
g. Vertical core is assumed to be circular. Another shape core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia, I, about the centerline of the wall is not less than 76 inch4, and the area, A, is not less than 30.25 square inches. The width used to calculate A and I shall not exceed 6.25 inches.

CONCRETE WALL THICKNESS

FORM STAY-IN-PLACE OR REMOVABLE

CONCRETE
VERTICAL WALL REINFORCEMENT AS REQUIRED

PLAN VIEW SEE TABLE 608.3 FOR MINIMUM DIMENSIONS
FIGURE R608.3(1) FLAT WALL SYSTEM

2015 INTERNATIONAL RESIDENTIAL CODE®

259

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

2 IN. MINIMUM CONCRETE WEB THICKNESS
FORM STAY-IN-PLACE OR REMOVABLE
HORIZONTAL CONCRETE CORE (HIDDEN) AT MAXIMUM, 16 IN. ON CENTER
VERTICAL CONCRETE CORE

12 IN. MAXIMUM W WIDTH MIMIMUM

For SI: 1 inch = 25.4 mm.

T
THICKNESS MINIMUM
PLAN VIEW

VERTICAL WALL REINFORCEMENT AS REQUIRED

SEE TABLE R608.3 FOR MINIMUM DIMENSIONS

FIGURE R6083(2) WAFFLE-GRID WALL SYSTEM

For SI: 1 inch = 25.4 mm. 260

FIGURE R608.3(3) SCREEN-GRID WALL SYSTEM
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R608.4.4 Flat ICF wall systems. Flat ICF wall system forms shall conform to ASTM E 2634.
R608.5 Materials. Materials used in the construction of concrete walls shall comply with this section.
R608.5.1 Concrete and materials for concrete. Materials used in concrete, and the concrete itself, shall conform to requirements of this section, PCA 100 or ACI 318.
R608.5.1.1 Cements. The following standards as referenced in Chapter 44 shall be permitted to be used.
1. ASTM C 150
2. ASTM C 595
3. ASTM C 1157
R608.5.1.2 Concrete mixing and delivery. Mixing and delivery of concrete shall comply with ASTM C 94 or ASTM C 685.
R608.5.1.3 Maximum aggregate size. The nominal maximum size of coarse aggregate shall not exceed one-fifth the narrowest distance between sides of forms, or three-fourths the clear spacing between reinforcing bars or between a bar and the side of the form.
Exception: When approved, these limitations shall not apply where removable forms are used and workability and methods of consolidation permit concrete to be placed without honeycombs or voids.
R608.5.1.4 Proportioning and slump of concrete. Proportions of materials for concrete shall be established to provide workability and consistency to permit concrete to be worked readily into forms and around reinforcement under conditions of placement to be employed, without segregation or excessive bleeding. Slump of concrete placed in removable forms shall not exceed 6 inches (152 mm).
Exception: When approved, the slump is permitted to exceed 6 inches (152 mm) for concrete mixtures that are resistant to segregation, and are in accordance with the form manufacturer's recommendations.
Slump of concrete placed in stay-in-place forms shall exceed 6 inches (152 mm). Slump of concrete shall be determined in accordance with ASTM C 143.
R608.5.1.5 Compressive strength. The minimum specified compressive strength of concrete, f c, shall comply with Section R402.2 and shall be not less than 2,500 pounds per square inch (17.2 MPa) at 28 days.
R608.5.1.6 Consolidation of concrete. Concrete shall be consolidated by suitable means during placement and shall be worked around embedded items and reinforcement and into corners of forms. Where stay-inplace forms are used, concrete shall be consolidated by internal vibration.
Exception: When approved, self-consolidating concrete mixtures with slumps equal to or greater than 8 inches (203 mm) that are specifically designed for placement without internal vibration need not be internally vibrated.

R608.5.2 Steel reinforcement and anchor bolts.
R608.5.2.1 Steel reinforcement. Steel reinforcement shall comply with ASTM A 615, ASTM A 706, or ASTM A 996. ASTM A 996 bars produced from rail steel shall be Type R.
R608.5.2.2 Anchor bolts. Anchor bolts for use with connection details in accordance with Figures R608.9(1) through R608.9(12) shall be bolts with heads complying with ASTM A 307 or ASTM F 1554. ASTM A 307 bolts shall be Grade A with heads. ASTM F 1554 bolts shall be Grade 36 minimum. Instead of bolts with heads, it is permissible to use rods with threads on both ends fabricated from steel complying with ASTM A 36. The threaded end of the rod to be embedded in the concrete shall be provided with a hex or square nut.
R608.5.2.3 Sheet steel angles and tension tie straps. Angles and tension tie straps for use with connection details in accordance with Figures R608.9(1) through R608.9(12) shall be fabricated from sheet steel complying with ASTM A 653 SS, ASTM A 792 SS, or ASTM A 875 SS. The steel shall be minimum Grade 33 unless a higher grade is required by the applicable figure.
R608.5.3 Form materials and form ties. Forms shall be made of wood, steel, aluminum, plastic, a composite of cement and foam insulation, a composite of cement and wood chips, or other approved material suitable for supporting and containing concrete. Forms shall provide sufficient strength to contain concrete during the concrete placement operation.
Form ties shall be steel, solid plastic, foam plastic, a composite of cement and wood chips, a composite of cement and foam plastic, or other suitable material capable of resisting the forces created by fluid pressure of fresh concrete.
R608.5.4 Reinforcement installation details.
R608.5.4.1 Support and cover. Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system such that displacement will not occur during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (76 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 11/2 inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger. For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be 3/4 inch (19 mm). The minus tolerance for cover shall not exceed the smaller of one-third the required cover and 3/8 inch (10 mm). See Section R608.5.4.4 for cover requirements for hooks of bars developed in tension.
R608.5.4.2 Location of reinforcement in walls. For location of reinforcement in foundation walls and above-grade walls, see Sections R404.1.2.3.7.2 and R608.6.5, respectively.

2015 INTERNATIONAL RESIDENTIAL CODE®

261

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R608.5.4.3 Lap splices. Vertical and horizontal wall reinforcement required by Sections R608.6 and R608.7 shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splices shall be in accordance with Table R608.5.4(1) and Figure R608.5.4(1). The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length and 6 inches (152 mm). See Figure R608.5.4(1).
R608.5.4.4 Development of bars in tension. Where bars are required to be developed in tension by other

provisions of this code, development lengths and cover for hooks and bar extensions shall comply with Table R608.5.4(1) and Figure R608.5.4(2). The development lengths shown in Table R608.5.4(1) shall apply to bundled bars in lintels installed in accordance with Section R608.8.2.2.
R608.5.4.5 Standard hooks. Where reinforcement is required by this code to terminate with a standard hook, the hook shall comply with Figure R608.5.4(3).

TABLE R608.5.4(1) LAP SPLICE AND TENSION DEVELOPMENT LENGTHS

BAR SIZE NO.

YIELD STRENGTH OF STEEL, fy- psi (MPa)

40,000 (280)

60,000 (420)

Splice length or tension development length (inches)

Lap splice length-tension

Tension development length for straight bar

Tension development length for:

a. 90-degree and 180-degree standard hooks with not less than 21/2 inches of side cover perpendicular to plane of hook, and

b. 90-degree standard hooks with not less than 2 inches of cover on the bar

extension beyond the hook.

Tension development length for bar with 90-degree or 180-degree standard hook having less cover than required above.

For SI: 1 inch = 25.4 mm.

db
For SI: 1 inch = 25.4 mm. 262

CONCRETE
REINFORCEMENT AS REQUIRED

GAP SHALL NOT EXCEED

THE

SMALLER

/1 5

LAP LENGTH AND 6 IN.

REINFORCEMENT AS REQUIRED

LAP SPLICE LENGTHSEE TABLE R608.5.4(1)
NOTE: BARS ARE PERMITTED TO BE IN CONTACT WITH EACH OTHER
FIGURE R608.5.4(1) LAP SPLICES
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SURFACE OF CONCRETE OR SECTION FROM WHICH DEVELOPMENT LENGTH IS MEASURED DEVELOPMENT LENGTH PER TABLE R608.5.4(1)

COVER ON BAR EXTENSION FOR

90°

HOOK

SIDE COVER FOR 90° AND 180° HOOK
SECTION A-A

For SI: 1 degree = 0.0175 rad.

FIGURE R608.5.4(2) DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION

90 DEG HOOK
db
6 db BEND DIAMETER
180 DEG HOOK db
6 db BEND DIAMETER
21/2 IN., BUT NOT LESS THAN 4 db EXTENSION HOOKS FOR REINFORCEMENT IN WALLS AND FOUNDATIONS

12 db EXTENSION

90 DEG HOOK db
4 db BEND DIAMETER

12 db EXTENSION

135 DEG HOOK
db
4 db BEND DIAMETER

EX6TdEbNSION

HOOKS FOR STIRRUPS IN LINTELS

For SI: 1 inch = 25.4 mm, 1 degree = 0.0175 rad.

FIGURE R608.5.4(3) STANDARD HOOKS

2015 INTERNATIONAL RESIDENTIAL CODE®

263

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.5.4(2) MAXIMUM SPACING FOR ALTERNATIVE BAR SIZE AND/OR ALTERNATIVE GRADE OF STEELa, b, c

BAR SIZE FROM APPLICABLE TABLE IN SECTION R608.6

BAR SPACING FROM APPLICABLE TABLE IN
SECTION R608.6 (inches)

Grade 60

Alternate bar size and/or alternate grade of steel desired

Grade 40

Grade 60

Grade 40

Grade 60

Grade 40

Maximum spacing for alternate bar size and/or alternate grade of steel (inches)

12 18 5

8 12 5 11 3

14 20 6

9 13 6 13 4

16 22 7 10 15 6 14 4

17 24 7 11 16 7 16 5

7 10 5

19 26 8 12 18 8 17 5

8 11 5

20 29 9 13 19 8 18 6

9 12 6

22 31 9 14 21 9 20 6

9 13 6 10 4

23 33 10 16 22 10 21 6 10 14 7 11 5

7 10

25 35 11 17 23 10 23 7 11 15 7 11 5

8 11

26 37 11 18 25 11 24 7 11 16 8 12 5

8 11

28 40 12 19 26 12 26 8 12 17 8 13 5

8 12

29 42 13 20 28 12 27 8 13 18 9 13 6

9 13

31 44 13 21 29 13 28 9 13 19 9 14 6

9 13

33 46 14 22 31 14 30 9 14 20 10 15 6 10 14

34 48 15 23 32 14 31 9 15 21 10 16 7 10 15

36 48 15 24 34 15 33 10 15 22 10 16 7 11 15

37 48 16 25 35 15 34 10 16 23 11 17 7 11 16

39 48 17 26 37 16 35 11 17 24 11 18 8 12 17

40 48 17 27 38 17 37 11 17 25 12 18 8 12 17

42 48 18 28 40 17 38 12 18 26 12 19 8 13 18

43 48 19 29 41 18 40 12 19 26 13 20 8 13 19

45 48 19 30 43 19 41 12 19 27 13 20 9 14 19

47 48 20 31 44 19 43 13 20 28 14 21 9 14 20

48 48 21 32 45 20 44 13 21 29 14 22 9 15 21

48 48 21 33 47 21 45 14 21 30 15 23 10 15 21

48 48 22 34 48 21 47 14 22 31 15 23 10 16 22

48 48 23 35 48 22 48 15 23 32 15 24 10 16 23

48 48 23 36 48 23 48 15 23 33 16 25 11 16 23

48 48 24 37 48 23 48 15 24 34 16 25 11 17 24

48 48 25 38 48 24 48 16 25 35 17 26 11 17 25

48 48 25 39 48 25 48 16 25 36 17 27 12 18 25

48 48 26 40 48 25 48 17 26 37 18 27 12 18 26

48 48 27 41 48 26 48 17 27 38 18 28 12 19 27

48 48 27 42 48 26 48 18 27 39 19 29 12 19 27

48 48 28 43 48 27 48 18 28 40 19 30 13 20 28

48 48 29 44 48 28 48 18 29 41 20 30 13 20 29

48 48 29 45 48 28 48 19 29 42 20 31 13 21 29

48 48 30 47 48 29 48 19 30 43 20 32 14 21 30

48 48 31 48 48 30 48 20 31 44 21 32 14 22 31

48 48 31 48 48 30 48 20 31 44 21 33 14 22 31

48 48 32 48 48 31 48 21 32 45 22 34 15 23 32

For SI: 1 inch = 25.4 mm. a. This table is for use with tables in Section R608.6 that specify the minimum bar size and maximum spacing of vertical wall reinforcement for foundation
walls and above-grade walls. Reinforcement specified in tables in Section R608.6 is based on Grade 60 (420 MPa) steel reinforcement. b. Bar spacing shall not exceed 48 inches on center and shall be not less than one-half the nominal wall thickness. c. For Grade 50 (350 MPa) steel bars (ASTM A 996, Type R), use spacing for Grade 40 (280 MPa) bars or interpolate between Grade 40 (280 MPa) and Grade
60 (420 MPa).

264

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R608.5.4.6 Webs of waffle-grid walls. Reinforcement, including stirrups, shall not be placed in webs of waffle-grid walls, including lintels. Webs are permitted to have form ties.
R608.5.4.7 Alternate grade of reinforcement and spacing. Where tables in Sections R404.1.3 and R608.6 specify vertical wall reinforcement based on minimum bar size and maximum spacing, which are based on Grade 60 (420 MPa) steel reinforcement, different size bars or bars made from a different grade of steel are permitted provided an equivalent area of steel per linear foot of wall is provided. Use of Table R608.5.4(2) is permitted to determine the maximum bar spacing for different bar sizes than specified in the tables and/or bars made from a different grade of steel. Bars shall not be spaced less than one-half the wall thickness, or more than 48 inches (1219 mm) on center.
R608.5.5 Construction joints in walls. Construction joints shall be made and located to not impair the strength of the wall. Construction joints in plain concrete walls, including walls required to have not less than No. 4 bars at 48 inches (1219 mm) on center by Section R608.6, shall be located at points of lateral support, and not less than one No. 4 bar shall extend across the construction joint at a spacing not to exceed 24 inches (610 mm) on center. Construction joint reinforcement shall have not less than 12 inches (305 mm) embedment on both sides of the joint. Construction joints in reinforced concrete walls shall be located in the middle third of the span between lateral supports, or located and constructed as required for joints in plain concrete walls.
Exception: Vertical wall reinforcement required by this code is permitted to be used in lieu of construction joint reinforcement, provided the spacing does not exceed 24 inches (610 mm), or the combination of wall reinforcement and No. 4 bars described in Section R608.5.5 does not exceed 24 inches (610 mm).
R608.6 Above-grade wall requirements.
R608.6.1 General. The minimum thickness of load-bearing and nonload-bearing above-grade walls and reinforcement shall be as set forth in the appropriate table in this section based on the type of wall form to be used. The wall shall be designed in accordance with ACI 318 where the wall or building is not within the limitations of Section R608.2, where design is required by the tables in this section or where the wall is not within the scope of the tables in this section.
Above-grade concrete walls shall be constructed in accordance with this section and Figure R608.6(1), R608.6(2), R608.6(3) or R608.6(4). Above-grade concrete walls that are continuous with stem walls and not laterally supported by the slab-on-ground shall be designed and constructed in accordance with this section. Concrete walls shall be supported on continuous foundation walls or slabs-on-ground that are monolithic with the footing in accordance with Section R403. The minimum length of solid wall without openings shall be in accordance with Section R608.7. Reinforcement around openings, includ-

ing lintels, shall be in accordance with Section R608.8. Lateral support for above-grade walls in the out-of-plane direction shall be provided by connections to the floor framing system, if applicable, and to ceiling and roof framing systems in accordance with Section R608.9. The wall thickness shall be equal to or greater than the thickness of the wall in the story above.
R608.6.2 Wall reinforcement for wind. Vertical wall reinforcement for resistance to out-of-plane wind forces shall be determined from Table R608.6(1), R608.6(2), R608.6(3) or R608.6(4). For the design of nonload-bearing walls, in Tables R608.6(1), R608.6(2) and R608.6(3) use the appropriate column labeled "Top." (see Sections R608.7.2.2.2 and R608.7.2.2.3). There shall be a vertical bar at corners of exterior walls. Unless more horizontal reinforcement is required by Section R608.7.2.2.1, the minimum horizontal reinforcement shall be four No. 4 bars [Grade 40 (280 MPa)] placed as follows: top bar within 12 inches (305 mm) of the top of the wall, bottom bar within 12 inches (305 mm) of the finish floor and one bar each at approximately one-third and two-thirds of the wall height.
R608.6.3 Continuity of wall reinforcement between stories. Vertical reinforcement required by this section shall be continuous between elements providing lateral support for the wall. Reinforcement in the wall of the story above shall be continuous with the reinforcement in the wall of the story below, or the foundation wall, if applicable. Lap splices, where required, shall comply with Section R608.5.4.3 and Figure R608.5.4(1). Where the abovegrade wall is supported by a monolithic slab-on-ground and footing, dowel bars with a size and spacing to match the vertical above-grade concrete wall reinforcement shall be embedded in the monolithic slab-on-ground and footing the distance required to develop the dowel bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2) and lap-spliced with the above-grade wall reinforcement in accordance with Section R608.5.4.3 and Figure R608.5.4(1).
Exception: Where reinforcement in the wall above cannot be made continuous with the reinforcement in the wall below, the bottom of the reinforcement in the wall above shall be terminated in accordance with one of the following:
1. Extend below the top of the floor the distance required to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2).
2. Lap-spliced in accordance with Section R608.5.4.3 and Figure R608.5.4(1) with a dowel bar that extends into the wall below the distance required to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2).
Where a construction joint in the wall is located below the level of the floor and less than the distance required to develop the bar in tension, the distance required to develop the bar in tension shall be measured from the top of the concrete below the joint. See Section R608.5.5.

2015 INTERNATIONAL RESIDENTIAL CODE®

265

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SEE SECTION R608.9.3

LIGHT-FRAMED ROOF

WALL--STAY-IN-PLACE OR REMOVABLE FORM
SEE SECTION R608.9.2
VERTICAL WALL REINFORCEMENT AS REQUIRED

HORIZONTAL WALL REINFORCEMENT AS REQUIRED

FIRST-STORY UNSUPPORTED WALL HEIGHT 10 FT MAXIMUM

LIGHT-FRAMED FLOOR (OR CONCRETE SLAB-ON-GROUND)

BASEMENT, CRAWLSPACE OR STEM WALL. FOR SLAB-ONGROUND FOOTING, SEE FIGURE R608.6(4)

SECTION CUT THROUGH FLAT WALL FOR VERTICAL CORE OF A WAFFLE- OR SCREEN-GRID WALL
For SI: 1 foot = 304.8 mm.
FIGURE R608.6(1) ABOVE-GRADE CONCRETE WALL CONSTRUCTION ONE STORY

LIGHT-FRAMED ROOF

SEE SECTION R608.9.3
SEE SECTION R608.9.2

LIGHT-FRAMED ROOF
SECOND-STORY UNSUPPORTED WALL HEIGHT 10 FT MAXIMUM
LIGHT-FRAMED FLOOR

WALL--STAY-IN-PLACE OR REMOVABLE FORM
SEE SECTION R608.9.2

HORIZONTAL WALL REINFORCEMENT AS REQUIRED

FIRST-STORY UNSUPPORTED WALL HEIGHT 10 FT MAXIMUM

LIGHT-FRAMED FLOOR (OR CONCRETE SLAB-ON-GROUND)

VERTICAL WALL REINFORCEMENT AS REQUIRED

BASEMENT, CRAWLSPACE OR STEM WALL, FOR SLAB-ONGROUND FOOTING, SEE FIGURE R608.6(4)

SECTION CUT THROUGH FLAT WALL OR VERTICAL CORE OF A WAFFLE- OR SCREEN-GRID WALL

For SI: 1 foot = 304.8 mm.
FIGURE R608.6(3) ABOVE-GRADE CONCRETE WALL
CONSTRUCTION TWO-STORY

LIGHT-FRAMED WALL SYSTEM

SECOND-STORY UNSUPPORTED WALL HEIGHT 10 FT MAXIMUM
LIGHT-FRAMED FLOOR

WALL--STAY-IN-PLACE OR REMOVABLE FORM

SEE SECTION R608.9.2 WALL--STAY-IN-PLACE OR REMOVABLE FORM
SEE SECTION R608.9.2

HORIZONTAL WALL REINFORCEMENT AS REQUIRED

FIRST-STORY UNSUPPORTED WALL HEIGHT 10 FT MAXIMUM

LIGHT-FRAMED FLOOR (OR CONCRETE SLAB-ON-GROUND)

VERTICAL WALL REINFORCEMENT AS REQUIRED

BASEMENT, CRAWLSPACE, OR STEM WALL. FOR SLAB-ONGROUND FOOTING, SEE FIGURE 608.6(4)

SECTION CUT THROUGH FLAT WALL OR VERTICAL CORE OF WAFFLE- OR SCREEN-GRID WALL

For SI: 1 foot = 304.8 mm.
FIGURE R608.6(2) ABOVE-GRADE CONCRETE WALL CONSTRUCTION CONCRETE
FIRST STORY AND LIGHT-FRAMED SECOND STORY

SEE SECTION R608.6.3
INSULATION AS REQUIRED 12 IN. MINIMUM

HORIZONTAL WALL REINFORCEMENT AS REQUIRED
VERTICAL WALL REINFORCEMENT AS REQUIRED
MONOLITHIC CONCRETE SLAB-ON-GROUND AND FOOTING

SEE CUT THROUGH FLAT WALL OR VERTICAL CORE OF A WAFFLE- OR SCREEN-GRID WALL
For SI: 1 inch = 25.4 mm.
FIGURE R608.6(4) ABOVE-GRADE CONCRETE WALL SUPPORTED ON
MONOLITHIC SLAB-ON-GROUND FOOTING

266

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

MAXIMUM WIND SPEED (mph)

Exposure Category

115

120

130 110

140 119 110

150 127 117

160 136 125

TABLE R608.6(1) MINIMUM VERTICAL REINFORCEMENT FOR FLAT ABOVE-GRADE WALLSa, b, c, d, e

MAXIMUM UNSUPPORTED WALL HEIGHT PER STORY
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g

Nominalh wall thickness (inches)

Topi

Sidei

Topi

Sidei

Topi

Sidei

Topi

Sidei

4@48 4@48 4@48 4@48 4@48 4@48 4@48 4@48

4@48 4@39 4@48 4@48 4@48 4@48 4@48 4@48

4@41 4@34 4@48 4@48 4@48 4@48 4@48 4@48

4@48 4@43 4@48 4@48 4@48 4@48 4@48 4@48

4@48 4@36 4@48 4@48 4@48 4@48 4@48 4@48

4@37 4@34 4@48 4@48 4@48 4@48 4@48 4@48

4@48 4@38 4@48 4@48 4@48 4@48 4@48 4@48

4@39 4@34 4@48 4@48 4@48 4@48 4@48 4@48

4@34 4@34 4@48 4@48 4@48 4@48 4@48 4@48

4@43 4@34 4@48 4@48 4@48 4@48 4@48 4@48

4@34 4@34 4@48 4@48 4@48 4@48 4@48 4@48

4@34 4@31 4@48 4@48 4@48 4@48 4@48 4@48

4@37 4@34 4@48 4@48 4@48 4@48 4@48 4@48

4@34 4@33 4@48 4@48 4@48 4@48 4@48 4@48

4@31 4@27 4@48 4@48 4@48 4@48 4@48 4@48

4@34 4@34 4@48 4@48 4@48 4@48 4@48 4@48

4@34 4@29 4@48 4@48 4@48 4@48 4@48 4@48

4@27 4@24 4@48 4@48 4@48 4@48 4@48 4@48

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an
effective wind area of 10 square feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of
40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical
reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. "Top" means gravity load from roof or floor construction bears on top of wall. "Side" means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the "Top" bearing condition is permitted.

2015 INTERNATIONAL RESIDENTIAL CODE®

267

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.6(2) MINIMUM VERTICAL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLSa, b, c, d, e

MAXIMUM WIND SPEED (mph)

Exposure Category

MAXIMUM UNSUPPORTED WALL HEIGHT PER STORY
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g

Nominalh wall thickness (inches)

Topi

Sidei

Topi

Sidei

4@48

115

4@48

5@43

4@48

5@47

5@37

4@48

5@48

4@48

120

4@48

5@40

4@48

5@43

5@37

4@48

5@42

4@48

130 110

5@45

5@37

4@48

5@37

4@48

5@38

4@48

140 119 110

5@39

5@37

4@48

5@37

5@35

4@48

5@43

5@37

4@48

150 127 117

5@37

4@48

5@36

6@44

4@48

5@38

5@37

4@48

160 136 125

5@37

6@47

4@48

6@45

6@39

4@48

6@46

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an
effective wind area of 10 square feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of
40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum
spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. "Top" means gravity load from roof or floor construction bears on top of wall. "Side" means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the "top" bearing condition is permitted to be used.

268

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.6(3) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH SCREEN-GRID ABOVE-GRADE WALLSa, b, c, d, e

MAXIMUM WIND SPEED (mph)

Exposure Category

MAXIMUM UNSUPPORTED WALL HEIGHT PER STORY
(feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g

Nominalh wall thickness (inches)

Topi

Sidei

4@48

115

4@48

5@41

4@48

6@48

4@48

120

4@48

5@38

5@42

6@48

4@48

5@41

130 110

5@44

6@48

5@35

6@48

4@48

5@36

140 119 110

5@38

6@48

5@42

6@48

150 127 117

6@48

6@42

5@37

6@48

160 136 125

6@48

6@45

6@44

6@38

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an
effective wind area of 10 square feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of
40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum
spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. "Top" means gravity load from roof or floor construction bears on top of wall. "Side" means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing wall and where floor framing members span parallel to the wall, use of the "Top" bearing condition is permitted.

2015 INTERNATIONAL RESIDENTIAL CODE®

269

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.6(4) MINIMUM VERTICAL REINFORCEMENT FOR FLAT, WAFFLE- AND SCREEN-GRID ABOVE-GRADE WALLS DESIGNED CONTINUOUS WITH FOUNDATION STEM WALLSa, b, c, d, e, k, l

MAXIMUM WIND SPEED

(mph)

HEIGHT OF

Exposure Category

STEM WALLh, i (feet)

MAXIMUM DESIGN LATERAL
SOIL LOAD (psf/ft)

MAXIMUM

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g

UNSUPPORTED HEIGHT OF ABOVE-
GRADE WALL

Wall type and nominal thicknessj (inches)

Flat

Waffle

Screen

(feet)

30 3

4@30 4@48 4@48 4@48 4@22 4@26 4@21

4@23 5@43 4@48 4@48 4@17 4@20 4@16

115

4@19 5@37 4@48 4@48 4@14 4@17 4@14

30 6
60

DR 5@21 6@35 4@48 DR 4@10

DR 5@12 6@25 6@28 DR

30 3

4@28 4@48 4@48 4@48 4@21 4@48 4@20

4@22 5@41 4@48 4@48 4@16 4@19 4@15

120

4@18 5@35 4@48 4@48 4@14 4@17 4@13

30 6
60

DR 5@21 6@35 4@48 DR 4@10

DR 5@12 6@25 6@28 DR

4@25 4@48 4@48 4@48 4@18 4@22 4@18

4@19 5@36 4@48 4@48 4@14 4@17 4@13

130 110

4@16 5@34 4@48 4@48 4@12 4@17 4@12

DR 5@19 6@35 4@48 DR

4@9

DR 5@12 6@24 6@28 DR

30 3

4@22 5@42 4@48 4@48 4@16 4@20 4@16

4@17 5@34 4@48 4@48 4@21 4@17 4@12

140 119 110

4@15 5@34 4@48 4@48 4@11 4@17 4@10

30 6
60

DR 5@18 6@35 6@35 DR 4@48

DR 5@11 6@23 6@28 DR

30 3

4@20 5@37 4@48 4@48 4@15 4@18 4@14

4@15 5@34 4@48 4@48 4@11 4@17 4@11

150 127 117

4@13 5@34 4@48 4@48 4@10 4@16

4@9

30 6
60

DR 5@17 6@33 6@32 DR

4@8

DR 6@22 6@28 DR

30 3

4@18 5@34 4@48 4@48 4@13 4@17 4@13

4@13 5@34 4@48 4@48 4@10 4@16

4@9

160 136 125

4@11 5@31 6@45 4@48 4@9 4@14

4@8

30 6
60

DR 5@15 6@31 6@30 DR

4@7

DR 6@21 6@27 DR

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an
effective wind area of 10 square feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is L/240, where L is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next
higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of
40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum
spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle- and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). l. DR = Design Required.

270

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R608.6.4 Termination of reinforcement. Where indicated in Items 1 through 3, vertical wall reinforcement in the top-most story with concrete walls shall be terminated with a 90-degree (1.57 rad) standard hook complying with Section R608.5.4.5 and Figure R608.5.4(3).
1. Vertical bars adjacent to door and window openings required by Section R608.8.1.2.
2. Vertical bars at the ends of required solid wall segments (see Section R608.7.2.2.2).
3. Vertical bars (other than end bars, see Item 2) used as shear reinforcement in required solid wall segments where the reduction factor for design strength, R3, used is based on the wall having horizontal and vertical shear reinforcement (see Section R608.7.2.2.3).
The bar extension of the hook shall be oriented parallel to the horizontal wall reinforcement and be within 4 inches (102 mm) of the top of the wall.
Horizontal reinforcement shall be continuous around the building corners by bending one of the bars and lapsplicing it with the bar in the other wall in accordance with Section R608.5.4.3 and Figure R608.5.4(1).
Exception: In lieu of bending horizontal reinforcement at corners, separate bent reinforcing bars shall be permitted provided that the bent bar is lap-spliced with the horizontal reinforcement in both walls in accordance with Section R608.5.4.3 and Figure R608.5.4(1).
In required solid wall segments where the reduction factor for design strength, R3, is based on the wall having horizontal and vertical shear reinforcement in accordance with Section R608.7.2.2.1, horizontal wall reinforcement shall be terminated with a standard hook complying with Section R608.5.4.5 and Figure R608.5.4(3) or in a lapsplice, except at corners where the reinforcement shall be continuous as required.
R608.6.5 Location of reinforcement in wall. Except for vertical reinforcement at the ends of required solid wall segments, which shall be located as required by Section R608.7.2.2.2, the location of the vertical reinforcement shall not vary from the center of the wall by more than the greater of 10 percent of the wall thickness and 3/8-inch (10 mm). Horizontal and vertical reinforcement shall be located to provide not less than the minimum cover required by Section R608.5.4.1.
R608.7 Solid walls for resistance to lateral forces.
R608.7.1 Length of solid wall. Each exterior wall line in each story shall have a total length of solid wall required by Section R608.7.1.1. A solid wall is a section of flat, wafflegrid or screen-grid wall, extending the full story height without openings or penetrations, except those permitted by Section R608.7.2. Solid wall segments that contribute to the total length of solid wall shall comply with Section R608.7.2.
R608.7.1.1 Length of solid wall for wind. Buildings shall have solid walls in each exterior endwall line (the side of a building that is parallel to the span of the roof or floor framing) and sidewall line (the side of a building that is perpendicular to the span of the roof or floor fram-

ing) to resist lateral in-plane wind forces. The site-appropriate basic wind speed and exposure category shall be used in Tables R608.7(1A) through (1C) to determine the unreduced total length, UR, of solid wall required in each exterior endwall line and sidewall line. For buildings with a mean roof height of less than 35 feet (10 668 mm), the unreduced values determined from Tables R608.7(1A) though (1C) are permitted to be reduced by multiplying by the applicable factor, R1, from Table R608.7(2); however, reduced values shall be not less than the minimum values in Tables R608.7(1A) through (1C). Where the floor-to-ceiling height of a story is less than 10 feet (3048 mm), the unreduced values determined from Tables R608.7(1A) through (C), including minimum values, are permitted to be reduced by multiplying by the applicable factor, R2, from Table R608.7(3). To account for different design strengths than assumed in determining the values in Tables R608.7(1A) through (1C), the unreduced lengths determined from Tables R608.7(1A) through (1C), including minimum values, are permitted to be reduced by multiplying by the applicable factor, R3, from Table R608.7(4). The reductions permitted by Tables R608.7(2), R608.7(3) and R608.7(4) are cumulative.

The total length of solid wall segments, TL, in a wall line that comply with the minimum length requirements of Section R608.7.2.1 [see Figure R608.7(1)] shall be equal to or greater than the product of the unreduced length of solid wall from Tables R608.7(1A) through (1C), UR and the applicable reduction factors, if any, from Tables R608.7(2), R608.7(3) and R608.7(4) as indicated by Equation R6-1.

TL R1 R2R3UR

(Equation R6-1)

where:

TL = Total length of solid wall segments in a wall line that comply with Section R608.7.2.1 [see Figure R608.7(1)].

R1 = 1.0 or reduction factor for mean roof height from Table R608.7(2).

R2 = 1.0 or reduction factor for floor-to-ceiling wall height from Table R608.7(3).

R3 = 1.0 or reduction factor for design strength from Table R608.7(4).

UR = Unreduced length of solid wall from Tables R608.7(1A) through (1C).

The total length of solid wall in a wall line, TL, shall be not less than that provided by two solid wall segments complying with the minimum length requirements of Section R608.7.2.1.

To facilitate determining the required wall thickness, wall type, number and grade of vertical bars at each end of each solid wall segment, and whether shear reinforcement is required, use of Equation R6-2 is permitted.

R ------------T---L------------R1 R2 UR

(Equation R6-2)

2015 INTERNATIONAL RESIDENTIAL CODE®

271

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

After determining the maximum permitted value of the reduction factor for design strength, R3, in accordance with Equation R6-2, select a wall type from Table R608.7(4) with R3 less than or equal to the value calculated.
R608.7.2 Solid wall segments. Solid wall segments that contribute to the required length of solid wall shall comply with this section. Reinforcement shall be provided in accordance with Section R608.7.2.2 and Table R608.7(4). Solid wall segments shall extend the full story-height

without openings, other than openings for the utilities and
other building services passing through the wall. In flat walls and waffle-grid walls, such openings shall have an area of less than 30 square inches (19 355 mm2) without any dimension exceeding 61/4 inches (159 mm), and shall not be located within 6 inches (152 mm) of the side edges of the solid wall segment. In screen-grid walls, such open-
ings shall be located in the portion of the solid wall segment between horizontal and vertical cores of concrete and
opening size and location are not restricted provided there is not any concrete removed.

SIDEWALL LENGTH (feet)
15
30

TABLE R608.7(1A) UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE ONE STORY OR TOP STORY OF TWO STORYa, c, d, e, f, g

ENDWALL LENGTH
(feet)

ROOF SLOPE

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet)

Basic Wind Speed (mph) Exposure

115B

120B

130B

140B

150B

160B

110C

119C

127C

136C

Minimumb

110D

117D

125D

< 1:12

1.03

1.12

1.32

1.53

1.76

2.00

0.92

5:12

1.43

1.56

1.83

2.12

2.43

2.77

1.15

7:12

2.00

2.18

2.56

2.97

3.41

3.88

1.25

12:12

3.20

3.48

4.09

4.74

5.44

6.19

1.54

< 1:12

1.03

1.12

1.32

1.53

1.76

2.00

0.98

5:12

1.43

1.56

1.83

2.12

2.43

2.77

1.43

7:12

2.78

3.03

3.56

4.13

4.74

5.39

1.64

12:12

5.17

5.63

6.61

7.67

8.80

10.01

2.21

< 1:12

1.03

1.12

1.32

1.53

1.76

2.00

1.04

5:12

1.43

1.56

1.83

2.12

2.43

2.77

1.72

7:12

3.57

3.88

4.56

5.28

6.07

6.90

2.03

12:12

7.15

7.78

9.13

10.59

12.16

13.84

2.89

< 1:12

1.03

1.12

1.32

1.53

1.76

2.00

1.09

5:12

1.43

1.56

1.83

2.12

2.43

2.77

2.01

7:12

4.35

4.73

5.55

6.44

7.39

8.41

2.42

12:12

9.12

9.93

11.66

13.52

15.52

17.66

3.57

< 1:12

1.84

2.01

2.35

2.73

3.13

3.57

1.82

5:12

2.56

2.78

3.27

3.79

4.35

4.95

2.23

7:12

3.61

3.93

4.61

5.34

6.13

6.98

2.42

12:12

5.61

6.10

7.16

8.31

9.54

10.85

2.93

< 1:12

1.84

2.01

2.35

2.73

3.13

3.57

1.93

5:12

2.56

2.78

3.27

3.79

4.35

4.95

2.75

7:12

4.92

5.35

6.28

7.29

8.37

9.52

3.12

12:12

8.92

9.71

11.39

13.22

15.17

17.26

4.14

< 1:12

1.84

2.01

2.35

2.73

3.13

3.57

2.03

5:12

2.56

2.78

3.27

3.79

4.35

4.95

3.26

7:12

6.23

6.78

7.96

9.23

10.60

12.06

3.82

12:12

12.23

13.31

15.63

18.12

20.80

23.67

5.36

< 1:12

1.84

2.01

2.35

2.73

3.13

3.57

2.14

5:12

2.56

2.78

3.27

3.79

4.35

4.95

3.78

7:12

7.54

8.21

9.64

11.17

12.83

14.60

4.52

12:12

15.54

16.92

19.86

23.03

26.44

30.08

6.57

(continued)

272

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SIDEWALL LENGTH (feet)

TABLE R608.7(1A)--continued UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE ONE STORY OR TOP STORY OF TWO STORYa, c, d, e, f, g

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet)

ENDWALL LENGTH
(feet)

ROOF SLOPE

115B

120B

Basic Wind Speed (mph) Exposure

130B

140B

150B

110C

119C

127C

160B 136C

110D

117D

125D

< 1:12

3.42

3.72

4.36

5.06

5.81

6.61

5:12

4.75

5.17

6.06

7.03

8.07

9.19

7:12

6.76

7.36

8.64

10.02

11.51

13.09

12:12

10.35

11.27

13.23

15.34

17.61

20.04

< 1:12

3.42

3.72

4.36

5.06

5.81

6.61

Minimumb
3.63 4.40 4.75 5.71 3.83

5:12

4.75

5.17

6.06

7.03

8.07

9.19

5.37

7:12

9.12

9.93

11.66

13.52

15.52

17.66

6.07

12:12

16.30

17.75

20.83

24.16

27.73

31.55

8.00

< 1:12

3.55

3.87

4.54

5.27

6.05

6.88

4.03

5:12

4.94

5.37

6.31

7.31

8.40

9.55

6.34

7:12

11.71

12.75

14.97

17.36

19.93

22.67

7.39

12:12

22.70

24.71

29.00

33.64

38.62

43.94

10.29

< 1:12

3.68

4.01

4.71

5.46

6.27

7.13

4.23

5:12

5.11

5.57

6.54

7.58

8.70

9.90

7.31

7:12

14.38

15.66

18.37

21.31

24.46

27.83

8.71

12:12

29.30

31.90

37.44

43.42

49.85

56.72

12.57

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa.
a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length, UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.
b. Tabulated lengths in the "minimum" column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1.
c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R1, from Table R608.7(2). The reduced length shall be not less than the "minimum" value shown in the table.
d. Tabulated lengths for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7 (1B) or (1C), or multiply the value in the table by the reduction factor, R2, from Table R608.7(3).
e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength, R3, from Table R608.7(4).
f. The reduction factors, R1, R2 and R3, in Tables R608.7(2), R608.7(3), and R608.7(4), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively.
g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.

2015 INTERNATIONAL RESIDENTIAL CODE®

273

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SIDEWALL LENGTH (feet)
15
30

TABLE R608.7(1B) UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL
FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO STORYa, c, d, e, f, g

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet)

ENDWALL LENGTH
(feet)

ROOF SLOPE

115B

120B

Basic Wind Speed (mph) Exposure

130B

140B

150B

110C

119C

127C

160B 136C

Minimumb

110D

117D

125D

< 1:12 2.98

3.25

3.81

4.42

5.07

5.77

2.54

5:12

4.13

4.50

5.28

6.12

7.03

8.00

2.76

7:12

4.31

4.70

5.51

6.39

7.34

8.35

2.87

12:12

5.51

6.00

7.04

8.16

9.37

10.66

3.15

< 1:12 2.98

3.25

3.81

4.42

5.07

5.77

2.59

5:12

4.13

4.50

5.28

6.12

7.03

8.00

3.05

7:12

5.09

5.55

6.51

7.55

8.67

9.86

3.26

12:12

7.48

8.15

9.56

11.09

12.73

14.49

3.83

< 1:12 2.98

3.25

3.81

4.42

5.07

5.77

2.65

5:12

4.13

4.50

5.28

6.12

7.03

8.00

3.34

7:12

5.88

6.40

7.51

8.71

10.00

11.37

3.65

12:12

9.46

10.30

12.09

14.02

16.09

18.31

4.51

< 1:12 2.98

3.25

3.81

4.42

5.07

5.77

2.71

5:12

4.13

4.50

5.28

6.12

7.03

8.00

3.63

7:12

6.66

7.25

8.51

9.87

11.32

12.89

4.04

12:12 11.43

12.45

14.61

16.94

19.45

22.13

5.19

< 1:12 5.32

5.79

6.80

7.89

9.05

10.30

5.06

5:12

7.39

8.04

9.44

10.95

12.57

14.30

5.47

7:12

7.94

8.65

10.15

11.77

13.51

15.37

5.65

12:12

9.94

10.82

12.70

14.73

16.91

19.24

6.17

< 1:12 5.32

5.79

6.80

7.89

9.05

10.30

5.16

5:12

7.39

8.04

9.44

10.95

12.57

14.30

5.98

7:12

9.25

10.07

11.82

13.71

15.74

17.91

6.35

12:12 13.25

14.43

16.93

19.64

22.54

25.65

7.38

< 1:12 5.32

5.79

6.80

7.89

9.05

10.30

5.27

5:12

7.39

8.04

9.44

10.95

12.57

14.30

6.50

7:12

10.56

11.50

13.50

15.65

17.97

20.45

7.06

12:12 16.56

18.03

21.16

24.55

28.18

32.06

8.60

< 1:12 5.32

5.79

6.80

7.89

9.05

10.30

5.38

5:12

7.39

8.04

9.44

10.95

12.57

14.30

7.01

7:12

11.87

12.93

15.17

17.60

20.20

22.98

7.76

12:12 19.87

21.64

25.40

29.45

33.81

38.47

9.81

(continued)

274

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SIDEWALL LENGTH (feet)
60

TABLE R608.7(1B)--continued UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL
FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO STORYa, c, d, e, f, g

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet)

ENDWALL LENGTH
(feet)

ROOF SLOPE

115B

120B

Basic Wind Speed (mph) Exposure

130B

140B

150B

110C

119C

127C

160B 136C

Minimumb

110D

117D

125D

< 1:12 9.87

10.74

12.61

14.62

16.79

19.10

10.10

5:12

13.71

7:12

15.08

14.93 16.42

17.52 19.27

20.32 22.35

23.33 25.66

26.54 29.20

10.87 11.22

12:12 18.67

20.33

23.86

27.67

31.77

36.14

12.19

< 1:12 9.87

10.74

12.61

14.62

16.79

19.10

10.30

5:12

13.71

7:12

17.44

14.93 18.99

17.52 22.29

20.32 25.85

23.33 29.67

26.54 33.76

11.85 12.54

12:12 24.62

26.81

31.46

36.49

41.89

47.66

14.48

< 1:12 10.27

11.18

13.12

15.21

17.47

19.87

10.50

5:12

14.26

7:12

20.21

15.52 22.01

18.22 25.83

21.13 29.95

24.26 34.39

27.60 39.12

12.82 13.86

12:12 31.20

33.97

39.87

46.23

53.07

60.39

16.76

< 1:12 10.64

11.59

13.60

15.77

18.11

20.60

10.70

5:12

14.77

7:12

23.05

16.09 25.09

18.88 29.45

21.90 34.15

25.14 39.21

28.60 44.61

13.79 15.18

12:12 37.97

41.34

48.52

56.27

64.60

73.49

19.05

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa.
a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length, UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.
b. Tabulated lengths in the "minimum" column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1.
c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R1, from Table R608.7(2). The reduced length shall be not less than the "minimum" value shown in the table.
d. Tabulated lengths for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7(1A) or (1C), or multiply the value in the table by the reduction factor, R2, from Table R608.7(3).
e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength, R3, from Table R608.7(4).
f. The reduction factors, R1, R2 and R3, in Tables R608.7(2), R608.7(3), and R608.7(4), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively.
g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.

2015 INTERNATIONAL RESIDENTIAL CODE®

275

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SIDEWALL LENGTH (feet)

ENDWALL LENGTH
(feet)

ROOF SLOPE

< 1:12 5:12 15 7:12 12:12 < 1:12 5:12 30 7:12 12:12 < 30 < 1:12 5:12 45 7:12 12:12 < 1:12 5:12 60 7:12 12:12 < 1:12 5:12 45 7:12 12:12 60 < 1:12 5:12 60 7:12 12:12

TABLE R608.7(1C) UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE (feet)

Basic Wind Speed (mph) Exposure

115B

120B

130B

140B

150B

160B

110C

119C 110D

127C 117D

136C 125D

Minimumb

One story or top story of two story

1.08

1.18

1.39

161

1.84

2.10

0.90

1.29

1.40

1.65

1.91

2.19

2.49

1.08

1.38

1.50

1.76

2.04

2.35

2.67

1.17

1.63

1.78

2.09

2.42

2.78

3.16

1.39

2.02

2.20

2.59

3.00

3.44

3.92

1.90

2.73

2.97

3.48

4.04

4.64

5.28

2.62

3.05

3.32

3.89

4.51

5.18

5.89

2.95

3.93

4.27

5.02

5.82

6.68

7.60

3.86

3.03

3.30

3.87

4.49

5.15

5.86

2.99

4.55

4.96

5.82

6.75

7.74

8.81

4.62

5.24

5.71

6.70

7.77

8.92

10.15

5.36

7.16

7.79

9.14

10.61

12.17

13.85

7.39

4.11

4.47

5.25

6.09

6.99

7.96

4.18

6.78

7.39

8.67

10.05

11.54

13.13

7.07

8.00

8.71

10.22

11.85

13.61

15.48

8.38

11.35

12.36

14.51

16.82

19.31

21.97

12.00

3.17

3.46

4.06

4.70

5.40

6.14

2.99

4.75

5.18

6.07

7.04

8.09

9.20

4.62

5.47

5.96

6.99

8.11

9.31

10.59

5.36

7.45

8.11

9.52

11.04

12.68

14.43

7.39

4.41

4.81

5.64

6.54

7.51

8.54

4.18

7.22

7.86

9.23

10.70

12.29

13.98

7.07

8.50

9.25

10.86

12.59

14.46

16.45

8.38

12.02

13.09

15.36

17.81

20.45

23.27

12.00

(continued)

276

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SIDEWALL ENDWALL

LENGTH LENGTH

(feet)

ROOF SLOPE

< 1:12 5:12 15 7:12 12:12 < 1:12 5:12 30 7:12 12:12 < 30 < 1:12 5:12 45 7:12 12:12 < 1:12 5:12 60 7:12 12:12 < 1:12 5:12 45 7:12 12:12 60 < 1:12 5:12 60 7:12 12:12

TABLE R608.7(1C)--continued UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE (feet)

Basic Wind Speed Exposure (mph)

115B

120B

130B

140B

150B

160B

110C

119C 110D

127C 117D

136C 125D

Minimumb

First story of two story

3.03

3.30

3.88

4.49

5.16

5.87

2.52

3.24

3.52

4.14

4.80

5.51

6.26

2.70

3.33

3.62

4.25

4.93

5.66

6.44

2.79

3.58

3.90

4.58

5.31

6.10

6.94

3.01

5.50

5.99

7.03

8.16

9.36

10.65

5.14

6.21

6.76

7.93

9.20

10.56

12.01

5.86

6.52

7.10

8.34

9.67

11.10

12.63

6.19

7.41

8.06

9.46

10.97

12.60

14.33

7.10

8.00

8.71

10.22

11.85

13.61

15.48

7.85

9.52

10.37

12.17

14.11

16.20

18.43

9.48

10.21

11.12

13.05

15.14

17.38

19.77

10.21

12.13

13.20

15.50

17.97

20.63

23.47

12.25

10.56

11.50

13.50

15.65

17.97

20.44

10.65

13.24

14.41

16.91

19.62

22.52

25.62

13.54

14.45

15.73

18.46

21.41

24.58

27.97

14.85

17.80

19.38

22.75

26.38

30.29

34.46

18.48

8.39

9.14

10.72

12.44

14.28

16.25

7.85

9.97

10.86

12.74

14.78

16.97

19.30

9.48

10.69

11.64

13.66

15.84

18.19

20.69

10.21

12.67

13.80

16.19

18.78

21.56

24.53

12.25

11.37

12.38

14.53

16.85

19.35

22.01

10.65

14.18

15.44

18.12

21.02

24.13

27.45

13.54

15.46

16.83

19.75

22.91

26.29

29.92

14.85

18.98

20.66

24.25

28.13

32.29

36.74

18.48

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa.
a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length, UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.
b. Tabulated lengths in the "minimum" column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1.
c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R1, from Table R608.7(2). The reduced length shall be not less than the "minimum" value shown in the table.
d. Tabulated lengths for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7(1A) or (1B), or multiply the value in the table by the reduction factor, R2, from Table R608.7(3).
e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength, R3, from Table R608.7(4).
f. The reduction factors, R1, R2 and R3, in Tables R608.7(2), R608.7(3), and R608.7(4), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively.
g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.

2015 INTERNATIONAL RESIDENTIAL CODE®

277

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.7(2) REDUCTION FACTOR, R1, FOR BUILDINGS WITH MEAN ROOF HEIGHT LESS THAN 35 FEETa

MEAN ROOF HEIGHTb, c (feet)

REDUCTION FACTOR R1, FOR MEAN ROOF HEIGHT Exposure category

< 15

0.96

0.84

0.87

0.96

0.89

0.91

0.96

0.93

0.94

0.96

0.97

0.98

1.00

For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad. a. See Section R608.7.1.1 and Note c to Table R608.7(1A) for application of reduction factors in this table. This reduction is not permitted for "minimum"
values.
b. For intermediate values of mean roof height, use the factor for the next greater height, or determine by interpolation. c. Mean roof height is the average of the roof eave height and height of the highest point on the roof surface, except that for roof slopes of less than or equal to
21/8:12 (10 degrees), the mean roof height is permitted to be taken as the roof eave height.

TABLE R608.7(3) REDUCTION FACTOR, R2, FOR FLOOR-TO-CEILING WALL HEIGHTS LESS THAN 10 FEETa, b

STORY UNDER CONSIDERATION

FLOOR-TO-CEILING HEIGHTc (feet)

ENDWALL LENGTH (feet)

ROOF SLOPE

REDUCTION FACTOR, R2

Endwalls--for wind perpendicular to ridge

< 5:12

0.83

7:12

0.90

One story or top story of two story

12:12

0.94

< 5:12

0.83

7:12

0.95

12:12

0.98

< 5:12

0.83

7:12

0.86

First story of two story

16 combined first and second story

12:12

0.89

< 5:12

0.83

7:12

0.91

12:12

0.95

Sidewalls--for wind parallel to ridge

< 1:12

0.84

5:12

0.87

7:12

0.88

One story or top story of two story

12:12

0.89

< 1:12

0.86

5:12

0.92

7:12

0.93

12:12

0.95

< 1:12

0.83

5:12

0.84

7:12

0.85

First story of two story

16 combined first and second story

12:12

0.86

< 1:12

0.84

5:12

0.87

7:12

0.88

12:12

0.90

For SI: 1 foot = 304.8 mm. a. See Section R608.7.1.1 and Note d to Table R608.7(1A) for application of reduction factors in this table. b. For intermediate values of endwall length, and/or roof slope, use the next higher value, or determine by interpolation. c. Tabulated values in Table R608.7(1A) and (1C) for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated values in
Table R608.7(1B) and (1C) for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor to ceiling heights between those shown in this table and those assumed in Table R608.7(1A), (1B) or (1C), use the solid wall lengths in Table R608.7(1A), (1B) or (1C), or determine the reduction factor by interpolating between 1.0 and the factor shown in this table.

278

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.7(4) REDUCTION FACTOR FOR DESIGN STRENGTH, R3, FOR FLAT, WAFFLE- AND SCREEN-GRID WALLSa, c

NOMINAL THICKNESS OF
WALL (inches)

VERTICAL BARS AT EACH END OF SOLID WALL SEGMENT

Number of bars

Bar size

VERTICAL REINFORCEMENT LAYOUT DETAIL [see Figure R608.7(2)]

REDUCTION FACTOR, R3, FOR LENGTH OF SOLID WALL Horizontal and vertical shear reinforcement provided

Yesd

40,000b

60,000b

40,000b

60,000b

Flat walls

0.74

0.61

0.74

0.50

0.61

0.52

0.27

0.61

0.48

0.25

0.61

0.26

0.18

0.70

0.48

0.70

0.48

0.49

0.38

0.49

0.33

0.46

0.38

0.46

0.31

0.38

0.32

0.16

0.70

0.47

0.70

0.47

0.32

0.47

0.32

0.45

0.31

0.45

0.31

0.36

0.28

0.36

0.25

0.31

0.28

0.31

0.16

0.28

0.24

0.12

0.70

0.47

0.70

0.47

0.45

0.30

0.45

0.30

0.36

0.25

0.36

0.25

0.22

0.25

0.13

0.24

0.22

0.24

0.12

0.22

0.12

0.08

Waffle-grid wallse

0.78

0.70

0.48

0.78

0.49

0.25

0.78

0.46

0.23

0.78

0.24

0.16

0.78

0.70

0.47

0.78

0.47

0.24

0.78

0.45

0.23

0.78

0.36

0.18

0.78

0.23

0.16

0.78

0.18

0.13

Screen-grid wallse

0.93

0.70

0.48

0.93

0.49

0.25

0.93

0.46

0.23

0.93

0.24

0.16

For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa.
a. See Note e to Table R608.7(1A) for application of adjustment factors in this table.
b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments.
c. Values are based on concrete with a specified compressive strength, 'c, of 2,500 psi. Where concrete with 'c of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91.
d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-
nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted.

2015 INTERNATIONAL RESIDENTIAL CODE®

279

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

WIND PERPENDICULAR TO RIDGE
SIDEWALLL

W
ENDWALL

ONE STORY OR TOP STORY OF TWO STORY [TABLE R608.7(1B)] SEE SECTION R608.7.1.1
FIRST STORY OF TWO STORY [(TABLE R608.7(1A)] SEE SECTION R608.7.1.1

WIND PARALLEL TO RIDGE
280

W
ENDWALL

ONE STORY OR TOP STORY OF TWO STORY [TABLE R608.7(1C)] SEE SECTION R608.7.1.1
FIRST STORY OF TWO STORY [TABLE R608.7(1C)] SEE SECTION R608.7.1.1
SILDEWALL
NOTE: EACH SOLID WALL SEGMENT (A, B, C, D, E, AND F) SHALL COMPLY WITH THE MINIMUM SOLID WALL SEGMENT LENGTH IN ORDER TO BE APPLICABLE TO THE MINIMUM SOLID WALL LENGTH EQUATIONS IN SECTION R608.7.1.1. SEE SECTION R608.7.2

FIGURE R608.7(1) MINIMUM SOLID WALL LENGTH
2015 INTERNATIONAL RESIDENTIAL CODE® Copyright © 2014 ICC. ALL RIGHTS RESERVED. Accessed by Scott Twogood on Feb 23, 2017 7:46:39 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R608.7.2.1 Minimum length of solid wall segment and maximum spacing. Only solid wall segments equal to or greater than 24 inches (610 mm) in length shall be included in the total length of solid wall required by Section R608.7.1. In addition, not more than two solid wall segments equal to or greater than 24 inches (610 mm) in length and less than 48 inches (1219 mm) in length shall be included in the required total length of solid wall. The maximum clear opening width shall be 18 feet (5486 mm). See Figure R608.7(1).
R608.7.2.2 Reinforcement in solid wall segments.
R608.7.2.2.1 Horizontal shear reinforcement. Where reduction factors for design strength, R3, from Table R608.7(4) based on horizontal and vertical shear reinforcement being provided are used, solid wall segments shall have horizontal reinforcement consisting of minimum No. 4 bars. Horizontal shear reinforcement shall be the same grade of steel required for the vertical reinforcement at the ends of solid wall segments by Section R608.7.2.2.2.
The spacing of horizontal reinforcement shall not exceed the smaller of one-half the length of the solid wall segment, minus 2 inches (51 mm), and 18 inches (457 mm). Horizontal shear reinforcement shall terminate in accordance with Section R608.6.4.
R608.7.2.2.2 Vertical reinforcement. Vertical reinforcement applicable to the reduction factor(s) for design strength, R3, from Table R608.7(4) that is used, shall be located at each end of each solid wall segment in accordance with the applicable detail in Figure R608.7(2). The No. 4 vertical bar required on each side of an opening by Section R608.8.1.2 is permitted to be used as reinforcement at the ends of solid wall segments where installed in accordance with the applicable detail in Figure R08.7(2). There shall be not less than two No. 4 bars at each end of solid wall segments located as required by the applicable detail in Figure R608.7(2). One of the bars at each end of solid wall segments shall be deemed to meet the requirements for vertical wall reinforcement required by Section R608.6.
The vertical wall reinforcement at each end of each solid wall segment shall be developed below the bottom of the adjacent wall opening [see Figure R608.7(3)] by one of the following methods:
1. Where the wall height below the bottom of the adjacent opening is equal to or greater than 22 inches (559 mm) for No. 4 or 28 inches (711 mm) for No. 5 vertical wall reinforcement, reinforcement around openings in accordance with Section R608.8.1 shall be sufficient.
2. Where the wall height below the bottom of the adjacent opening is less than required by Item 1 above, the vertical wall reinforcement adjacent to the opening shall extend into the footing far enough to develop the bar in tension in accordance with Section R608.5.4.4 and Fig-

ure R608.5.4(2), or shall be lap-spliced with a dowel that is embedded in the footing far enough to develop the dowel-bar in tension.
R608.7.2.2.3 Vertical shear reinforcement. Where reduction factors for design strength, R3, from Table R608.7(4) based on horizontal and vertical shear reinforcement being provided are used, solid wall segments shall have vertical reinforcement consisting of minimum No. 4 bars. Vertical shear reinforcement shall be the same grade of steel required by Section R608.7.2.2.2 for the vertical reinforcement at the ends of solid wall segments. The spacing of vertical reinforcement throughout the length of the segment shall not exceed the smaller of one third the length of the segment, and 18 inches (457 mm). Vertical shear reinforcement shall be continuous between stories in accordance with Section R608.6.3, and shall terminate in accordance with Section R608.6.4. Vertical shear reinforcement required by this section is permitted to be used for vertical reinforcement required by Table R608.6(1), R608.6(2), R608.6(3) or R608.6(4), whichever is applicable.
R608.7.2.3 Solid wall segments at corners. At all interior and exterior corners of exterior walls, a solid wall segment shall extend the full height of each wall story. The segment shall have the length required to develop the horizontal reinforcement above and below the adjacent opening in tension in accordance with Section R608.5.4.4. For an exterior corner, the limiting dimension is measured on the outside of the wall, and for an interior corner the limiting dimension is measured on the inside of the wall. See Section R608.8.1. The length of a segment contributing to the required length of solid wall shall comply with Section R608.7.2.1.
The end of a solid wall segment complying with the minimum length requirements of Section R608.7.2.1 shall be located not more than 6 feet (1829 mm) from each corner.
R608.8 Requirements for lintels and reinforcement around openings.
R608.8.1 Reinforcement around openings. Reinforcement shall be provided around openings in walls equal to or greater than 2 feet (610 mm) in width in accordance with this section and Figure R608.8(1), in addition to the minimum wall reinforcement required by Sections R404.1.3, R608.6 and R608.7. Vertical wall reinforcement required by this section is permitted to be used as reinforcement at the ends of solid wall segments required by Section R608.7.2.2.2 provided it is located in accordance with Section R608.8.1.2. Wall openings shall have a minimum depth of concrete over the width of the opening of 8 inches (203 mm) in flat walls and waffle-grid walls, and 12 inches (305 mm) in screen-grid walls. Wall openings in waffle-grid and screen-grid walls shall be located such that not less than one-half of a vertical core occurs along each side of the opening.

2015 INTERNATIONAL RESIDENTIAL CODE®

281

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

DETAIL NOM. WALL REINFORCEMENT LAYOUT AT ENDS OF

NO. THICKNESS, IN.

SOLID WALL SEGMENTS

NOTES

For SI: 1 inch = 25.4 mm.

3 inch Max. Typical 2 inch Typical

1. See Table R608.7(4) for use of details.

2. Minimum length of solid wall segment and size and grade of reinforcement in each end of each solid wall segment shall be determined from Table R608.7(4).
3.. For minimum cover requirements, see Section R608.5.4.1.

1 inch Min. clear spacing Typical

4.. For details 3 - 8 where two or more bars are in the same row parallel to the end of the segment, place bars so that corner bars are as close to the sides of the wall segments as minimum cover requirements of Section R608.5.4.1 will permit.

5.. For waffle- and screen-grid walls, each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 5½ inches for 6-inch nominal waffle- and screen-grid forms, and not less than 7½ inches for 8-inch nominal wafflegrid forms. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or flat wall forms are permitted. See Table R608.7(4), Note e.

* For minimum cover see Section R608.5.4.1

FIGURE R608.7(2) VERTICAL REINFORCEMENT LAYOUT DETAIL

282

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION
VERTICAL WALL REINFORCEMENT AT END OF SOLID WALL SEGMENT. SEE SECTION R608.7.2.2.2

WALL FOOTING

WALL HEIGHT BELOW LOWEST ADJACENT OPENING MORE THAN REQUIRED BY SECTION R608.7.2.2.2

VERTICAL REINFORCEMENT EXTENDED OR DOWELED TO FOUNDATION WHERE WALL HEIGHT BELOW OPENING IS LESS THAN REQUIRED BY SECTION R608.7.2.2.2

ALSO, SEE FIGURE R608.8(1)

FIGURE R608.7(3) VERTICAL WALL REINFORCEMENT ADJACENT TO WALL OPENINGS

R608.8.1.1 Horizontal reinforcement. Lintels complying with Section R608.8.2 shall be provided above wall openings equal to or greater than 2 feet (610 mm) in width.
Exception: Continuous horizontal wall reinforcement placed within 12 inches (305 mm) of the top of the wall story as required in Sections R404.1.2.2 and R608.6.2 is permitted in lieu of top or bottom lintel reinforcement required by Section R608.8.2 provided that the continuous horizontal wall reinforcement meets the location requirements specified in Figures R608.8(2), R608.8(3), and R608.8(4) and the size requirements specified in Tables R608.8(2) through R608.8(10).
Openings equal to or greater than 2 feet (610 mm) in width shall have not less than one No. 4 bar placed within 12 inches (305 mm) of the bottom of the opening. See Figure R608.8(1).
Horizontal reinforcement placed above and below an opening shall extend beyond the edges of the opening the dimension required to develop the bar in tension in accordance with Section R608.5.4.4.
R608.8.1.2 Vertical reinforcement. Not less than one No. 4 bar [Grade 40 (280 MPa)] shall be provided on each side of openings equal to or greater than 2 feet (610 mm) in width. The vertical reinforcement required by this section shall extend the full height of the wall story and shall be located within 12 inches (305 mm) of each side of the opening. The vertical reinforcement required on each side of an opening by this section is permitted to serve as reinforcement at the ends of solid wall segments in accordance with Section R608.7.2.2.2, provided it is located as required by the applicable detail in Figure R608.7(2). Where the vertical reinforcement required by

this section is used to satisfy the requirements of Section R608.7.2.2.2 in waffle- and screen-grid walls, a concrete flange shall be created at the ends of the solid wall segments in accordance with Table R608.7(4), Note e. In the top-most story, the reinforcement shall terminate in accordance with Section R608.6.4.
R608.8.2 Lintels. Lintels shall be provided over all openings equal to or greater than 2 feet (610 mm) in width. Lintels with uniform loading shall conform to Sections R608.8.2.1 and R608.8.2.2, or Section R608.8.2.3. Lintels supporting concentrated loads, such as from roof or floor beams or girders, shall be designed in accordance with ACI 318.
R608.8.2.1 Lintels designed for gravity load-bearing conditions. Where a lintel will be subjected to gravity load condition 1 through 5 of Table R608.8(1), the clear span of the lintel shall not exceed that permitted by Tables R608.8(2) through R608.8(8). The maximum clear span of lintels with and without stirrups in flat walls shall be determined in accordance with Tables R608.8(2) through R608.8(5), and constructed in accordance with Figure R608.8(2). The maximum clear span of lintels with and without stirrups in waffle-grid walls shall be determined in accordance with Tables R608.8(6) and R608.8(7), and constructed in accordance with Figure R608.8(3). The maximum clear span of lintels with and without stirrups in screen-grid walls shall be determined in accordance with Table R608.8(8), and constructed in accordance with Figure R608.8(4).
Where required by the applicable table, No. 3 stirrups shall be installed in lintels at a maximum spacing of d/2 where d equals the depth of the lintel, D, less the cover of the concrete as shown in Figures R608.8(2) through R608.8(4). The smaller value of d computed for the top

2015 INTERNATIONAL RESIDENTIAL CODE®

283

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

and bottom bar shall be used to determine the maximum stirrup spacing. Where stirrups are required in a lintel with a single bar or two bundled bars in the top and bottom, they shall be fabricated like the letter "c" or "s" with 135-degree (2.36 rad) standard hooks at each end that comply with Section R608.5.4.5 and Figure R608.5.4(3) and installed as shown in Figures R608.8(2) through R608.8(4). Where two bars are required in the top and bottom of the lintel and the bars are not bundled, the bars shall be separated by not less than 1 inch (25 mm). The free end of the stirrups shall be fabricated with 90- or 135-degree (1.57 or 2.36 rad) standard hooks that comply with Section R608.5.4.5 and Figure R608.5.4(3) and installed as shown in Figures R608.8(2) and R608.8(3). For flat, waffle-grid and screen-grid lintels, stirrups are not required in the center distance, A, portion of spans in accordance with Figure R608.8(1) and Tables R608.8(2) through R608.8(8). See Section R608.8.2.2, Item 5, for requirement for stirrups through out lintels with bundled bars.
R608.8.2.2 Bundled bars in lintels. It is permitted to bundle two bars in contact with each other in lintels if all of the following are observed:
1. Bars equal to or less than No. 6 are bundled.
2. Where the wall thickness is not sufficient to provide not less than 3 inches (76 mm) of clear space

beside bars (total on both sides) oriented horizontally in a bundle, the bundled bars shall be oriented in a vertical plane.
3. Where vertically oriented bundled bars terminate with standard hooks to develop the bars in tension beyond the support (see Section R608.5.4.4), the hook extensions shall be staggered to provide not less than 1 inch (25 mm) clear spacing between the extensions.
4. Bundled bars shall not be lap spliced within the lintel span and the length on each end of the lintel that is required to develop the bars in tension.
5. Bundled bars shall be enclosed within stirrups throughout the length of the lintel. Stirrups and the installation thereof shall comply with Section R608.8.2.1.
R608.8.2.3 Lintels without stirrups designed for nonload-bearing conditions. The maximum clear span of lintels without stirrups designed for nonload-bearing conditions of Table R608.8(1).1 shall be determined in accordance with this section. The maximum clear span of lintels without stirrups in flat walls shall be determined in accordance with Table R608.8(9), and the maximum clear span of lintels without stirrups in walls of waffle-grid or screen-grid construction shall be determined in accordance with Table R608.8(10).

CONTINUOUS BAR AS REQUIRED

BY SECTION R608.6.2 SHALL BE

PERMITTED TO BE USED AS LINTEL

REINFORCMENT WHERE LOCATED

AS SHOWN IN FIGURES R608.8(2)

R608.8(3) AND R608.8(4)

FLAT AND WAFFLE-GRID-

8 IN. MIN. SCREEN-GRID-

12 IN. MIN.

TOP OF WALL STORY

SEE FIGURES R608.8(2), R608.8(3) AND R608.8(4)

CENTER DISTANCE, A, NOT REQUIRING STIRRUPS

TOP AND BOTTOM LINTEL REINFORCEMENT AS REQUIRED--SEE SECTION R608.8.2

< 2 FT

2 FT

SEE

SECTION R608.8.1

OPENING REINFORCEMENT AS REQUIRED

WALL REINFORCEMENT AS REQUIRED
* LENGTH REQUIRED TO DEVELOP BAR IN TENSIONSEE SECTION R608.8.1.1

VERTICAL REINFORCEMENT BESIDE OPENING. SEE SECTION R608.8.1.2
ELEVATION OF WALL

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE R608.8(1) REINFORCEMENT OF OPENINGS

284

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

TOP BAR BOTTOM BAR

T
11/2 IN. MINIMUM
21/2 IN. MAXIMUM

HORIZONTAL TOP LINTEL REINFORCEMENT AS REQUIRED*
MINIMUM NO. 3 STIRRUP AS REQUIRED "C" STIRRUPS ARE ACCEPTABLE
FORM -- STAY-IN-PLACE OR REMOVABLE

11/2 IN. MINIMUM
21/2 IN. Maximum
For SI: 1 inch = 25.4 mm.

HORIZONTAL BOTTOM LINTEL REINFORCEMENT AS REQUIRED*
* FOR BUNDLED BARS, SEE SECTION R608.8.2.2. SECTION CUT THROUGH FLAT WALL LINTEL
FIGURE R608.8(2) LINTEL FOR FLAT WALLS

11/2 IN.
MINIMUM 21/2 IN.
MAXIMUM

TOP BAR BOTTON BAR

HORIZONTAL TOP

LINTEL REINFORCEMENT

AS REQUIRED

MINIMUM NO. 3 STIRRUP AS REQUIRED "C" STIRRUPS ARE ACCEPTABLE

CONCRETE WEB (HIDDEN)

VERTICAL CONCRETE CORE
FORM -- STAY-IN-PLACE OR REMOVEABLE
HORIZONTAL BOTTOM LINTEL REINFORCEMENT AS REQUIRED*

(a) SINGLE FORM HEIGHT SECTION CUT THROUGH VERTICAL CORE OF A WAFFLE-GRID LINTEL

WALL CONSTRUCTION

11/2 IN.
MINIMUM 21/2 IN.
MAXIMUM

HORIZONTAL TOP

LINTEL REINFORCEMENT

AS REQUIRED*

MINIMUM NO. 3 STIRRUP AS REQUIRED "C" STIRRUPS ARE ACCEPTABLE

TOP BAR BOTTOM BAR

CONCRETE WEB (HIDDEN)
FORM STAY-IN-PLACE OR REMOVEABLE

11/2 IN.
MINIMUM 21/2 IN.
MAXIMUM

VERTICAL CONCRETE CORE
HORIZONTAL BOTTOM LINTEL REINFORCEMENT AS REQUIRED*
(b) DOUBLE FORM HEIGHT SECTION CUT THROUGH VERTICAL CORE OF A WAFFLE-GRID LINTEL
*FOR BUNDLED BARS, SEE SECTION R608.8.2.2.

NOTE: CROSS-HATCHING REPRESENTS THE AREA IN WHICH FORM MATERIAL SHALL BE REMOVED, IF NECESSARY, TO CREATE FLANGES CONTINUOUS THE LENGTH OF THE LINTEL. FLANGES SHALL HAVE A MINIMUM THICKNESS OF 3 IN., AND A MINIMUM WIDTH OF 5 IN. AND 7 IN. IN 6 IN. NOMINAL AND 8 IN. NOMINAL WAFFLE-GRID WALLS, RESPECTIVELY. SEE NOTE a TO TABLES R608.8(6) AND R608.8(10).

For SI: 1 inch = 25.4 mm.

FIGURE R608.8(3) LINTELS FOR WAFFLE-GRID WALLS

2015 INTERNATIONAL RESIDENTIAL CODE®

285

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

T
11/2 IN. MINIMUM
21/2 IN. MAXIMUM

TOP BAR BOTTOM BAR

11/2 IN. MINIMUM
21/2 IN. MAXIMUM
(a) SINGLE FORM HEIGHT SECTION CUT THROUGH VERTICAL CORE OF A SCREEN-GRID LINTEL

HORIZONTAL TOP LINTEL REINFORCEMENT AS REQUIRED* HORIZONTAL CONCRETE CORE (HIDDEN)
VERTICAL CONCRETE CORE
FORM STAY-IN-PLACE OR REMOVABLE
HORIZONTAL BOTTOM LINTEL REINFORCEMENT AS REQUIRED*

11/2 IN.
MINIMUM 21/2 IN.
MAXIMUM

HORIZONTAL CONCRETE

CORE (HIDDEN)

HORIZONTAL TOP LINTEL REINFORCEMENT AS REQUIRED*

TOP BAR BOTTOM BAR

MINIMUM NO. 3 STIRRUP AS REQUIRED "C" STIRRUPS ARE ACCEPTABLE
FORM STAY-IN-PLACE OR REMOVABLE

VERTICAL CONCRETE CORE

11/2 IN.
MINIMUM 21/2 IN.
MAXIMUM

HORIZONTAL BOTTOM LINTEL REINFORCEMENT AS REQUIRED*

(b) DOUBLE FORM HEIGHT SECTION CUT THROUGH VERTICAL CORE OF A SCREEN-GRID LINTEL

*FOR BUNDLED BARS, SEE SECTION R608.8.2.2
NOTE: CROSS-HATCHING REPRESENTS THE AREA IN WHICH FORM MATERIAL SHALL BE REMOVED, IF NECESSARY, TO CREATE FLANGES CONTINUOUS THE LENGTH OF THE LINTEL. FLANGES SHALL HAVE A MINIMUM THICKNESS OF 2.5 IN. AND A MINIMUM WIDTH OF 5 IN. SEE NOTE a TO TABLES R608.8(8) AND R608.8(10).

For SI: 1 inch = 25.4 mm.

FIGURE R608.8(4) LINTELS FOR SCREEN-GRID WALLS

286

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(1) LINTEL DESIGN LOADING CONDITIONSa, b, d

DESCRIPTION OF LOADS AND OPENINGS ABOVE INFLUENCING DESIGN OF LINTEL

DESIGN LOAD CONDITIONc

Opening in wall of top story of two-story building, or first story of one-story building

Wall supporting loads from roof, including attic floor, if applicable, and

Top of lintel equal to or less than W/2 below top of wall Top of lintel greater than W/2 below top of wall

2 NLB

Wall not supporting loads from roof or attic floor

NLB

Opening in wall of first story of two-story building where wall immediately above is of concrete construction, or opening in basement wall of one-story building where wall immediately above is of concrete construction

Top of lintel greater than W/2 below bottom of opening in story above

LB ledger board mounted to side of wall with bottom of ledger less than or equal to Top of lintel less than or equal to W/2

Opening is entirely within the footprint of the opening in the story above

W/2 above top of lintel, and

below bottom of opening in story above,

and

Opening is partially within the footprint of

the opening in the story above

LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel

NLB

NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board,
and

Top of lintel greater than W/2 below bottom of opening in story above

Top of lintel less than or equal to W/2 below bottom of opening in story above,
and

Opening is entirely within the footprint of the opening in the story above
Opening is partially within the footprint of the opening in the story above

NLB NLB
1

Opening in basement wall of two-story building where walls of two stories above are of concrete construction

Top of lintel greater than W/2 below bottom of opening in story above

LB ledger board mounted to side of wall with bottom of ledger less than or equal to Top of lintel less than or equal to W/2

Opening is entirely within the footprint of the opening in the story above

W/2 above top of lintel, and

below bottom of opening in story above,

and

Opening is partially within the footprint of

the opening in the story above

LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel

NLB

NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board,
and

Top of lintel greater than W/2 below bottom of opening in story above

Top of lintel less than or equal to W/2 below bottom of opening in story above,
and

Opening is entirely within the footprint of the opening in the story above
Opening is partially within the footprint of the opening in the story above

NLB NLB
1

Opening in wall of first story of two-story building where wall immediately above is of light-framed construction, or opening in basement wall of one-story building where wall immediately above is of light-framed construction

Wall supporting loads from roof, second floor and top-story wall of light-framed
construction, and

Top of lintel equal to or less than W/2 below top of wall Top of lintel greater than W/2 below top of wall

3 NLB

Wall not supporting loads from roof or second floor

NLB

a. LB means load bearing, NLB means nonload bearing, and W means width of opening. b. Footprint is the area of the wall below an opening in the story above, bounded by the bottom of the opening and vertical lines extending downward from the
edges of the opening. c. For design loading condition "NLB" see Tables R608.8(9) and R608.8(10). For all other design loading conditions, see Tables R608.8(2) through R608.8(8). d. A NLB ledger board is a ledger attached to a wall that is parallel to the span of the floor, roof or ceiling framing that supports the edge of the floor, ceiling or
roof.

2015 INTERNATIONAL RESIDENTIAL CODE®

287

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(2) MAXIMUM ALLOWABLE CLEAR SPANS FOR 4-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m
ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

LINTEL DEPTH, D g
(inches)

NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM
OF LINTEL

STEEL YIELD
STRENGTHh, fy (psi)

1 --

Maximum ground snow load (psf)

Span without stirrupsi, j

Maximum clear span of lintel (feet - inches)
3-2 3-4 2-4 2-6 2-2 2-1 2-0 2-0 2-0

40,000

5-2 5-5 4-1 4-3 3-10 3-7 3-4 2-9 2-9

1-#4

60,000

6-2 6-5 4-11 5-1 4-6 4-2 3-8 2-11 2-10

40,000

6-3 6-7 5-0 5-2 4-6 4-2 3-8 2-11 2-10

1-#5

60,000

DR DR DR DR DR DR DR DR DR

Center distance Ak, l

1-1 1-2 0-8 0-9 0-7 0-6 0-5 0-4 0-4

Span without stirrupsi, j

3-4 3-7 2-9 2-11 2-8 2-6 2-5 2-2 2-2

40,000

6-7 7-0 5-4 5-7 5-0 4-9 4-4 3-8 3-7

1-#4

60,000

7-11 8-6 6-6 6-9 6-0 5-9 5-3 4-5 4-4

40,000

8-1 8-8 6-7 6-10 6-2 5-10 5-4 4-6 4-5

1-#5

60,000

9-8 10-4 7-11 8-2 7-4 6-11 6-2 4-10 4-8

2-#4

40,000

9-1 9-8 7-4 7-8 6-10 6-6 6-0 4-10 4-8

1-#6

60,000

DR DR DR DR DR DR DR DR DR

Center distance Ak, l

1-8 1-11 1-1 1-3 1-0 0-11 0-9 0-6 0-6

Span without stirrupsi, j

4-7 5-0 3-11 4-0 3-8 3-7 3-4 3-1 3-0

40,000

6-8 7-3 5-6 5-9 5-2 4-11 4-6 3-10 3-8

1-#4

60,000

9-3 10-1 7-9 8-0 7-2 6-10 6-3 5-4 5-2

40,000

9-6 10-4 7-10 8-2 7-4 6-11 6-5 5-5 5-3

1-#4

60,000

11-5 12-5 9-6 9-10 8-10 8-4 7-9 6-6 6-4

2-#4

40,000

10-7 11-7 8-10 9-2 8-3 7-9 7-2 6-1 5-11

1-#6

60,000

12-9 13-10 10-7 11-0 9-10 9-4 8-7 6-9 6-6

40,000

13-0 14-1 10-9 11-2 9-11 9-2 8-2 6-6 6-3

2-#5

60,000

DR DR DR DR DR DR DR DR DR

Center distancek, l

2-3 2-8 1-7 1-8 1-4 1-3 1-0 0-9 0-8

Span without stirrupsi, j

5-9 6-5 5-0 5-2 4-9 4-7 4-4 3-11 3-11

40,000

7-5 8-2 6-3 6-6 5-10 5-7 5-1 4-4 4-2

1-#4

60,000

9-0 10-0 7-8 7-11 7-1 6-9 6-3 5-3 5-1

40,000

9-2 10-2 7-9 8-1 7-3 6-11 6-4 5-4 5-2

1-#5

60,000

12-9 14-2 10-10 11-3 10-1 9-7 8-10 7-5 7-3

2-#4

40,000

11-10 13-2 10-1 10-5 9-4 8-11 8-2 6-11 6-9

1-#6

60,000

14-4 15-10 12-1 12-7 11-3 10-9 9-11 8-4 8-1

40,000

14-7 16-2 12-4 12-9 11-4 10-6 9-5 7-7 7-3

2-#5

60,000

17-5 19-2 14-9 15-3 13-5 12-4 11-0 8-8 8-4

40,000

16-4 18-11 12-7 13-3 11-4 10-6 9-5 7-7 7-3

2-#6

60,000

DR DR DR DR DR DR DR DR DR

Center distance Ak, l

2-9 3-5 2-0 2-2 1-9 1-7 1-4 0-11 0-11

(continued)

288

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(2)--continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 4-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m
ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

NUMBER OF BARS

LINTEL DEPTH, D g AND BAR SIZE IN STEEL YIELD STRENGTHh,

(inches)

TOP AND BOTTOM

fy (psi)

OF LINTEL

2 30

Maximum ground snow load (psf)

Span without stirrupsi, j

Maximum clear span of lintel (feet - inches)
6-11 7-9 6-1 6-3 5-9 5-7 5-3 4-9 4-8

40,000

8-0 9-0 6-11 7-2 6-5 6-2 5-8 4-9 4-8

1-#4

60,000

9-9 11-0 8-5 8-9 7-10 7-6 6-11 5-10 5-8

40,000 10-0 11-3 8-7 8-11 8-0 7-7 7-0 5-11 5-9 1-#5
60,000 13-11 15-8 12-0 12-5 11-2 10-7 9-10 8-3 8-0

2-#4

40,000 12-11 14-6 11-2 11-6 10-5 9-10 9-1 7-8 7-5

1-#6

60,000 15-7 17-7 13-6 13-11 12-7 11-11 11-0 9-3 9-0

40,000 15-11 17-11 13-7 14-3 12-8 11-9 10-8 8-7 8-4 2-#5
60,000 19-1 21-6 16-5 17-1 15-1 14-0 12-6 9-11 9-7

40,000 17-7 21-1 14-1 14-10 12-8 11-9 10-8 8-7 8-4

2-#6

60,000

DR DR DR DR DR DR DR DR DR

Center distance Ak, l

3-3 4-1 2-5 2-7 2-1 1-11 1-7 1-2 1-1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased. k. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.
m. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only.

2015 INTERNATIONAL RESIDENTIAL CODE®

289

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(3) MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m
ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

NUMBER OF LINTEL DEPTH, BARS AND BAR STEEL YIELD

D g

SIZE IN TOP AND STRENGTHh, fy

(inches)

BOTTOM OF LINTEL

(psi)

Span without stirrupsi, j

4-2

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

4-8

3-1

3-3 2-10 2-6

2-3

2-0

40,000

5-1

5-5

4-2

4-3 3-10 3-6

3-3

2-8

2-7

1-#4

60,000

6-2

6-7

5-0

5-2

4-8

4-2 3-11 3-3

3-2

40,000

6-3

6-8

5-1

5-3

4-9

4-3

4-0

3-3

3-2

1-#5

60,000

7-6

8-0

6-1

6-4

5-8

5-1

4-9

3-8

3-6

2-#4

40,000

7-0

7-6

5-8 5-11 5-3

4-9

4-5

3-8

3-6

1-#6

60,000

DR DR DR DR DR DR DR DR DR

Center distance Ak, l

1-7 1-10 1-1

1-2 0-11 0-9

0-8

0-5

Span without stirrupsi, j

4-2

4-8

3-5

3-6

3-2 2-11 2-9

2-5

2-4

40,000

5-7

6-1

4-8 4-10 4-4 3-11 3-8

3-0 2-11

1-#4

60,000

7-9

8-6

6-6

6-9

6-1

5-6

5-1

4-3

4-1

40,000

7-11 8-8

6-8 6-11 6-2

5-7

5-2

4-4

4-2

1-#5

60,000

9-7 10-6 8-0

8-4

7-6

6-9

6-3

5-2

5-1

2-#4

40,000

8-11 9-9

7-6

7-9 6-11 6-3 5-10 4-10 4-8

1-#6

60,000

10-8 11-9 8-12 9-4

8-4

7-6

7-0 5-10 5-8

40,000

10-11 12-0 9-2

9-6

8-6

7-8

7-2

5-6

5-3

2-#5

60,000

12-11 14-3 10-10 11-3 10-1 9-0

8-1

6-1 5-10

40,000

12-9 14-0 10-8 11-1 9-7

8-1

7-3

5-6

5-3

2-#6

60,000

DR DR DR DR DR DR DR DR DR

Center distance Ak, l

2-6

3-0

1-9 1-10 1-6

1-3

1-1

0-9

0-8

Span without stirrupsi, j

5-7

6-5

4-9 4-11 4-5

4-0 3-10 3-4

3-4

40,000

6-5

7-2

5-6

5-9

5-2

4-8

4-4

3-7

3-6

1-#4

60,000

7-10 8-9

6-9

7-0

6-3

5-8

5-3

4-4

4-3

40,000

7-11 8-11 6-10 7-1

6-5

5-9

5-4

4-5

4-4

1-#5

60,000

11-1 12-6 9-7 9-11 8-11 8-0

7-6

6-2

6-0

2-#4

40,000

10-3 11-7 8-10 9-2

8-3

7-6 6-11 5-9

5-7

1-#6

60,000

12-5 14-0 10-9 11-1 10-0 9-0

8-5

7-0

6-9

40,000

12-8 14-3 10-11 11-4 10-2 9-2

8-7

6-9

6-6

2-#5

60,000

15-2 17-1 13-1 13-7 12-3 11-0 10-3 7-11 7-7

40,000

14-11 16-9 12-8 13-4 11-4 9-8

8-8

6-9

6-6

2-#6

60,000

DR DR DR DR DR DR DR DR DR

Center distance Ak, l

3-3

4-1

2-5

2-7

2-1

1-9

1-6

1-0

(continued)

290

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(3)--continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m
ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

LINTEL DEPTH, D g
(inches)

NUMBER OF BARS AND BAR SIZE IN TOP AND
BOTTOM OF LINTEL

STEEL YIELD STRENGTHh, fy
(psi)

Span without stirrupsi, j

1 --
6-11

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

8-2 6-1 6-3 5-8 5-2 4-11 4-4 4-3

40,000

8-9 10-1 7-9 8-0 7-3 6-6 6-1 5-1 4-11

1-#5

60,000

10-8 12-3 9-5 9-9 8-10 8-0 7-5 6-2 6-0

2-#4

40,000

9-11 11-4 8-9 9-1 8-2 7-4 6-10 5-8 5-7

1-#6

60,000

13-9 15-10 12-2 12-8 11-5 10-3 9-7 7-11 7-9

40,000

14-0 16-2 12-5 12-11 11-7 10-6 9-9 7-11 7-8

2-#5

60,000

16-11 19-6 15-0 15-6 14-0 12-7 11-9 9-1 8-9

40,000

16-7 19-1 14-7 15-3 13-1 11-3 10-2 7-11 7-8

2-#6

60,000

19-11 22-10 17-4 18-3 15-6 13-2 11-10 9-1 8-9

Center distance Ak, l

3-11 5-2 3-1 3-3 2-8 2-2 1-11 1-4 1-3

Span without stirrupsi, j

8-2 9-10 7-4 7-8 6-11 6-4 5-11 5-3 5-2

40,000

9-5 11-1 8-7 8-10 8-0 7-3 6-9 5-7 5-5

1-#5

60,000

11-6 13-6 10-5 10-9 9-9 8-9 8-2 6-10 6-8

2-#4

40,000

10-8 12-6 9-8 10-0 9-0 8-2 7-7 6-4 6-2

1-#6

60,000

12-11 15-2 11-9 12-2 11-0 9-11 9-3 7-8 7-6

40,000

15-2 17-9 13-9 14-3 12-10 11-7 10-10 9-0 8-9

2-#5

60,000

18-4 21-6 16-7 17-3 15-6 14-0 13-1 10-4 10-0

40,000

18-0 21-1 16-4 16-11 14-10 12-9 11-8 9-2 8-11

2-#6

60,000

21-7 25-4 19-2 20-4 17-2 14-9 13-4 10-4 10-0

Center distance Ak, l

4-6 6-2 3-8 4-0 3-3 2-8 2-3 1-7 1-6

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pounds per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire
length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less
than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased. k. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10. m. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only.

2015 INTERNATIONAL RESIDENTIAL CODE®

291

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(4) MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m
ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

NUMBER OF LINTEL DEPTH, BARS AND BAR STEEL YIELD

D g

SIZE IN TOP AND STRENGTHh, fy

(inches)

BOTTOM OF LINTEL

(psi)

Span without stirrupsi, j

4-4

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

4-9

3-7

3-9

3-4 2-10 2-7

2-1

2-0

40,000

4-4

4-9

3-7

3-9

3-4 2-11 2-9

2-3

2-2

1-#4

60,000

6-1

6-7

5-0

5-3

4-8

4-0

3-9

3-1

3-0

40,000

6-2

6-9

5-2

5-4

4-9

4-1 3-10 3-2

3-1

1-#5

60,000

7-5

8-1

6-2

6-5

5-9 4-11 4-7

3-9

3-8

2-#4

40,000

6-11 7-6

5-9

6-0

5-4

4-7

4-4

3-6

3-5

1-#6

60,000

8-3

9-0 6-11 7-2

6-5

5-6

5-2

4-2

4-1

40,000

8-5

9-2

7-0

7-3

6-6

5-7

5-3

4-2

4-0

2-#5

60,000

Center distance Ak, l

2-1

2-6

1-5

1-6

1-3 0-11 0-10 0-6

0-6

Span without stirrupsi, j

4-10 5-8

4-0

4-2

3-9

3-2

3-0

2-7

2-6

40,000

5-5

6-1

4-8 4-10 4-4

3-9

3-6 2-10 2-10

1-#4

60,000

6-7

7-5

5-8 5-11 5-4

4-7

4-3

3-6

3-5

40,000

6-9

7-7

5-9

6-0

5-5

4-8

4-4

3-7

3-6

1-#5

60,000

9-4 10-6 8-1

8-4

7-6

6-6

6-1

5-0 4-10

2-#4

40,000

8-8

9-9

7-6

7-9

7-0

6-0

5-8

4-7

4-6

1-#6

60,000

10-6 11-9 9-1

9-5

8-5

7-3 6-10 5-7

5-5

40,000

10-8 12-0 9-3

9-7

8-7

7-5 6-11 5-6

5-4

2-#5

60,000

12-10 14-5 11-1 11-6 10-4 8-11 8-4

6-7

6-4

40,000

12-7 14-2 10-10 11-3 10-2 8-3

7-6

5-6

5-4

2-#6

60,000

Center distance Ak, l

3-2

4-0

2-4

2-6

2-0

1-6

1-4 0-11 0-10

Span without stirrupsi, j

6-5

7-9

5-7 5-10 5-2

4-5

4-2

3-7

3-6

40,000

6-2

7-1

5-6

5-8

5-1

4-5

4-2

3-5

3-4

1-#4

60,000

7-6

8-8

6-8 6-11 6-3

5-5

5-1

4-2

4-0

40,000

7-8 8-10 6-10 7-1

6-4

5-6

5-2

4-3

4-1

1-#5

60,000

9-4 10-9 8-4

8-7

7-9

6-8

6-3

5-2

5-0

2-#4

40,000

8-8 10-0 7-8

8-0

7-2

6-2 5-10 4-9

4-8

1-#6

60,000

12-0 13-11 10-9 11-2 10-0 8-8

8-1

6-8

6-6

40,000

12-3 14-2 11-0 11-4 10-3 8-10 8-3

6-9

6-7

2-#5

60,000

14-10 17-2 13-3 13-8 12-4 10-8 10-0 7-11 7-8

40,000

14-6 16-10 13-0 13-5 12-1 10-1 9-2 6-11 6-8

2-#6

60,000

17-5 20-2 15-7 16-1 14-6 11-10 10-8 7-11 7-8

Center distancek, l

4-1

5-5

3-3

3-6 2-10 2-1 1-10 1-3

1-2

(continued)

292

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(4)--continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m
ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

LINTEL DEPTH, D g
(inches)

NUMBER OF BARS AND BAR
SIZE IN TOP AND BOTTOM
OF LINTEL

STEEL YIELD STRENGTHh, fy
(psi)

Span without stirrupsi, j

1 --
7-10

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

9-10 7-1

7-5

6-7

5-8

5-4

4-7

4-6

40,000

8-4 9-11 7-8

8-0

7-2

6-3 5-10 4-9

4-8

1-#5

60,000

10-2 12-1 9-5

9-9

8-9

7-7

7-1 5-10 5-8

2-#4

40,000

9-5 11-3 8-8

9-0

8-1

7-0

6-7

5-5

5-3

1-#6

60,000

11-6 13-8 10-7 11-0 9-11 8-7

8-0

6-7

6-5

40,000

11-9 13-11 10-10 11-2 10-1 8-9

8-2

6-8

6-7

2-#5

60,000

16-4 19-5 15-0 15-7 14-0 12-2 11-4 9-3

9-0

40,000

16-0 19-0 14-9 15-3 13-9 11-10 10-10 8-3

8-0

2-#6

60,000

19-3 22-11 17-9 18-5 16-7 13-7 12-4 9-3

9-0

Center distance Ak, l

4-10 6-10 4-1

4-5

3-7

2-8

2-4

1-7

1-6

Span without stirrupsi, j

9-2 11-9 8-7 8-11 8-0 6-11 6-6

5-7

5-6

40,000

8-11 10-10 8-6

8-9 7-11 6-10 6-5

5-3

5-2

1-#5

60,000

10-11 13-3 10-4 10-8 9-8

8-4 7-10 6-5

6-3

2-#4

40,000

10-1 12-3 9-7 9-11 8-11 7-9

7-3

6-0 5-10

1-#6

60,000

12-3 15-0 11-8 12-1 10-11 9-5 8-10 7-3

7-1

40,000

12-6 15-3 11-11 12-4 11-1 9-7

9-0

7-5

7-3

2-#5

60,000

17-6 21-3 16-7 17-2 15-6 13-5 12-7 10-4 10-1

40,000

17-2 20-11 16-3 16-10 15-3 13-2 12-4 9-7

9-4

2-#6

60,000

20-9 25-3 19-8 20-4 18-5 15-4 14-0 10-7 10-3

Center distance Ak, l

5-6

8-1 4-11 5-3

4-4

3-3 2-10 1-11 1-10

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa; Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups shown in shaded cells shall be equal to or greater than that required for lintel of the same depth
and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire
length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less
than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased. k. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10. m. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only.

2015 INTERNATIONAL RESIDENTIAL CODE®

293

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(5) MAXIMUM ALLOWABLE CLEAR SPANS FOR 10-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m
ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

NUMBER OF LINTEL DEPTH, BARS AND BAR

STEEL YIELD

D g

SIZE IN TOP AND STRENGTHh, fy

(inches)

BOTTOM OF LINTEL

(psi)

Span without stirrupsi, j

6-0

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

7-2

4-7 4-10 4-1

3-1 2-11 2-3

2-2

40,000

4-3

4-9

3-7

3-9

3-4

2-9

2-7

2-1

1-#4

60,000

5-11 6-7

5-0

5-3

4-8 3-10 3-8 2-11 2-11

40,000

6-1

6-9

5-2

5-4

4-9 3-11 3-9

3-0 2-11

1-#5

60,000

7-4

8-1

6-3

6-5

5-9

4-9

4-6

3-7

2-#4

40,000

6-10 7-6

5-9

6-0

5-5

4-5

4-2

3-4

1-#6

60,000

8-2

9-1 6-11 7-2

6-6

5-4

5-0

4-1

4-0

40,000

8-4

9-3

7-1

7-4

6-7

5-5

5-1

4-1

4-0

2-#5

60,000

9-11 11-0 8-5

8-9 7-10 6-6

6-1

4-8

4-6

40,000

9-9 10-10 8-3

8-7

7-9

6-4 5-10 4-1

4-0

2-#6

60,000

DR DR DR DR DR DR DR DR DR

Center distance Ak, l

2-6

3-1 1-10 1-11 1-7

1-1 0-11 0-7

0-7

Span without stirrupsi, j

5-5

6-7

4-7 4-10 4-3

3-5

3-3

2-8

40,000

5-3

6-0

4-8 4-10 4-4

3-7

3-4

2-9

2-8

1-#4

60,000

6-5

7-4

5-8 5-10 5-3

4-4

4-1

3-4

3-3

40,000

6-6

7-6

5-9

6-0

5-5

4-5

4-2

3-5

3-4

1-#5

60,000

7-11 9-1

7-0

7-3

6-7

5-5

5-1

4-2

4-0

2-#4

40,000

7-4

8-5

6-6

6-9

6-1

5-0

4-9 3-10 3-9

1-#6

60,000

10-3 11-9 9-1

9-5

8-6

7-0

6-7

5-4

5-3

40,000

10-5 12-0 9-3

9-7

8-8

7-2

6-9

5-5

5-4

2-#5

60,000

12-7 14-5 11-2 11-6 10-5 8-7

8-1

6-6

6-4

40,000

12-4 14-2 10-11 11-4 10-2 8-5

7-8

5-7

5-5

2-#6

60,000

14-9 17-0 13-1 13-6 12-2 10-0 9-1

6-6

6-4

Center distance Ak, l

3-9 4-11 2-11 3-2

2-7

1-9

1-7

1-0

Span without stirrupsi, j

7-1

9-0

6-4

6-8 5-10 4-9

4-6

3-9

3-8

40,000

5-11 7-0

5-5

5-8

5-1

4-3

4-0

3-3

3-2

1-#4

60,000

7-3

8-7

6-8 6-11 6-3

5-2 4-10 3-11 3-10

40,000

7-4

8-9

6-9

7-0

6-4

5-3 4-11 4-0 3-11

1-#5

60,000

9-0 10-8 8-3

8-7

7-9

6-5

6-0 4-11 4-9

2-#4

40,000

8-4 9-11 7-8 7-11 7-2 5-11 5-7

4-6

4-5

1-#6

60,000

10-2 12-0 9-4

9-8

8-9

7-3 6-10 5-6

5-5

40,000

10-4 12-3 9-6 9-10 8-11 7-4 6-11 5-8

5-6

2-#5

60,000

14-4 17-1 13-3 13-8 12-4 10-3 9-8 7-10 7-8

40,000

14-1 16-9 13-0 13-5 12-2 10-1 9-6

7-0 6-10

2-#6

60,000

17-0 20-2 15-8 16-2 14-7 12-0 10-11 8-0

7-9

Center distancek, l

4-9

6-8

4-0

4-4

3-6

2-5

2-2

1-5

1-4

(continued)

294

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(5)--continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 10-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m
ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

NUMBER OF LINTEL DEPTH, BARS AND BAR STEEL YIELD

D g

SIZE IN TOP STRENGTHh, fy

(inches)

AND BOTTOM OF LINTEL

(psi)

Span without stirrupsi, j

8-7

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

11-4 8-1

8-5

7-5

6-1

5-9 4-10 4-9

40,000

6-5 7-10 6-2

6-4

5-9

4-9

4-6

3-8

3-7

1-#4

60,000

7-10 9-7

7-6

7-9

7-0 5-10 5-6

4-5

4-4

40,000

8-0

9-9

7-8 7-11 7-2 5-11 5-7

4-6

4-5

1-#5

60,000

9-9 11-11 9-4

9-8

8-9

7-3 6-10 5-6

5-5

2-#4

40,000

9-0 11-1 8-8 8-11

8-1

6-9

6-4

5-2

5-0

1-#6

60,000

11-0 13-6 10-6 10-11 9-10 8-2

7-9

6-3

6-2

40,000

11-3 13-9 10-9 11-1 10-0 8-4 7-10 6-5

6-3

2-#5

60,000

15-8 19-2 15-0 15-6 14-0 11-8 11-0 8-11 8-9

40,000

15-5 18-10 14-8 15-2 13-9 11-5 10-9 8-6

8-3

2-#6

60,000

18-7 22-9 17-9 18-5 16-7 13-10 12-9 9-5

9-2

Center distance Ak, l

5-7

8-4

5-1

5-5

4-5

3-1

2-9 1-10 1-9

Span without stirrupsi, j

9-11 13-7

9-9

10-2

9-0

7-5

7-0 5-10 5-9

40,000

8-6 10-8 8-5

8-8 7-10 6-6

6-2

5-0 4-11

1-#5

60,000

10-5 13-0 10-3 10-7

9-7

8-0

7-6

6-1

6-0

2-#4

40,000

9-7 12-1 9-6

9-9 8-10 7-5

7-0

5-8

5-6

1-#6

60,000

11-9 14-9 11-7 11-11 10-10 9-0

8-6 6-11 6-9

40,000

12-0 15-0 11-9 12-2 11-0 9-2

8-8

7-1 6-11

2-#5

60,000

14-7 18-3 14-4 14-10 13-5 11-2 10-7 8-7

8-5

40,000

14-3 17-11 14-1 14-7 13-2 11-0 10-4 8-5

8-3

2-#6

60,000

19-11 25-0 19-7 20-3 18-4 15-3 14-5 10-10 10-7

Center distance Ak, l

6-3 9-11 6-1

6-6

5-4

3-9

3-4

2-2

2-1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups shown in shaded cells shall be equal to or greater than that required for lintel of the same depth
and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire
length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less
than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased. k. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10. m. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only.

2015 INTERNATIONAL RESIDENTIAL CODE®

295

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(6) MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o
MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR SPAN 32 FEET

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

NUMBER OF LINTEL DEPTH, BARS AND BAR

STEEL YIELD

D g

SIZE IN TOP AND STRENGTHh, fy

Maximum ground snow load (psf)

(inches)

BOTTOM OF LINTEL

(psi)

Maximum clear span of lintel (feet - inches)

Span without stirrupsk, l

2-7

2-9

2-0

2-1

2-0

40,000

5-2

5-5

4-0

4-3

3-7

3-3 2-11 2-4

2-3

1-#4

60,000

5-9

6-3

4-0

4-3

3-7

3-3 2-11 2-4

2-3

40,000

5-9

6-3

4-0

4-3

3-7

3-3 2-11 2-4

2-3

1-#5

60,000

5-9

6-3

4-0

4-3

3-7

3-3 2-11 2-4

2-3

2-#4

40,000

5-9

6-3

4-0

4-3

3-7

3-3 2-11 2-4

2-3

1-#6

60,000

DR DR DR DR DR DR DR DR DR

Center distance Am, n

0-9 0-10 0-6

0-6

0-5

0-4 STL STL

Span without stirrupsk, l

2-11 3-1

2-6

2-7

2-5

2-4

2-3

2-1

2-0

40,000

5-9

6-2

4-8 4-10 4-4

4-1

3-9

3-2

3-1

1-#4

60,000

8-0

8-7

6-6

6-9

6-0

5-5 4-11 3-11 3-10

40,000

8-1 8-9 6-8 6-11 6-0 5-5 4-11 3-11 3-10

12i

1-#5

60,000

9-1 10-3 6-8 7-0 6-0 5-5 4-11 3-11 3-10

2-#4 1-#6

40,000

9-1

9-9

6-8

7-0

6-0

5-5 4-11 3-11 3-10

Center distance Am, n

1-3 1-5 0-10 0-11 0-9 0-8 0-6 STL STL

Span without stirrupsk, l

4-0

4-4

3-6

3-7

3-4

3-3

3-1 2-10 2-10

40,000

6-7

7-3

5-6

5-9

5-2 4-10 4-6

3-9

3-8

1-#4

60,000

8-0 8-10 6-9 7-0 6-3 5-11 5-5 4-7 4-5

40,000

8-2 9-0 6-11 7-2 6-5 6-0 5-7 4-8 4-6

1-#5

60,000

11-5 12-6 9-3 9-9 8-4 7-7 6-10 5-6 5-4

16i

2-#4

40,000

10-7 11-7 8-11 9-3 8-3 7-7 6-10 5-6 5-4

1-#6

60,000

12-2 14-0 9-3 9-9 8-4 7-7 6-10 5-6 5-4

40,000

12-2 14-2 9-3 9-9 8-4 7-7 6-10 5-6 5-4

2-#5

60,000

DR DR DR DR DR DR DR DR DR

Center distance Am, n

1-8

2-0

1-2

1-3

1-0 0-11 0-9 STL STL

Span without stirrupsk, l

5-0

5-6

4-6

4-7

4-3

4-1

4-0

3-8

40,000

7-2

8-2

6-3

6-6 5-10 5-6

5-1

4-3

4-2

1-#4

60,000

8-11 9-11 7-8 7-11 7-1 6-8 6-2 5-2 5-0

40,000

9-1 10-2 7-9 8-1 7-3 6-10 6-4 5-4 5-2

1-#5

60,000

12-8 14-2 10-11 11-3 10-2 9-6 8-9 7-1 6-10

20i

2-#4

40,000

10-3 11-5 8-9 9-1 8-2 7-8 7-1 6-0 5-10

1-#6

60,000

14-3 15-11 11-9 12-5 10-8 9-9 8-9 7-1 6-10

40,000

14-6 16-3 11-6 12-1 10-4 9-6 8-6 6-11 6-8

2-#5

60,000

DR DR DR DR DR DR DR DR DR

Center distance Am, n

2-0

2-6

1-6

1-7

1-3

1-1

1-0 STL STL

(continued)

296

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(6)--continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o
MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR SPAN 32 FEET

NUMBER OF LINTEL DEPTH, BARS AND BAR

STEEL YIELD

D g

SIZE IN TOP AND STRENGTHh, fy

(inches)

BOTTOM OF LINTEL

(psi)

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

Span without stirrupsk, l

6-0

6-8

5-5

5-7

5-3

5-0 4-10 4-6

4-5

40,000

7-11 9-0 6-11 7-2

6-5

6-0

5-7

4-8

4-7

1-#4

60,000

9-8 10-11 8-5

8-9 7-10 7-4 6-10 5-9

5-7

40,000

9-10 11-2 8-7 8-11 8-0

7-6

7-0 5-10 5-8

1-#5

24wj

60,000

12-0 13-7 10-6 10-10 9-9

9-2

8-6

7-2 6-11

2-#4

40,000

11-1 12-7 9-8 10-1 9-1

8-6 7-10 6-7

6-5

1-#6

60,000

15-6 17-7 13-6 14-0 12-8 11-10 10-8 8-7 8-4

40,000 2-#5
60,000 Center distance Am, n

15-6 17-11 12-8 13-4 11-6 10-7 9-7 7-10 7-7

DR DR DR DR DR DR DR DR DR

2-4

3-0

1-9 1-11 1-6

1-4

1-2 STL STL

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5).
b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform
loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL - stirrups required throughout lintel.
g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.
h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-walls forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form
material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5).
j. Where stirrups are required for 24-inch deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less
than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
m. Center distance, A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are
shown for interpolation and information only.

2015 INTERNATIONAL RESIDENTIAL CODE®

297

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(7) MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o
MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR CLEAR SPAN 32 FEET

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

NUMBER OF LINTEL DEPTH, BARS AND BAR

STEEL YIELD

D g

SIZE IN TOP AND STRENGTHh, fy

(inches)

BOTTOM OF

(psi)

LINTEL

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

Span with stirrupsk, l

2-6

2-9

2-0

2-1

2-0

40,000

4-5

4-9

3-7

3-9

3-4

3-0 2-10 2-3

2-2

1-#4

60,000

5-6

6-2

4-0

4-3

3-7

3-1 2-10 2-3

2-2

1-#5

40,000

5-6

6-2

4-0

4-3

3-7

3-1 2-10 2-3

2-2

Center distance Am, n

0-9 0-10 0-6

0-6

0-5

0-4

0-4 STL STL

Span without stirrupsk, l

2-10 3-1

2-6

2-7

2-5

2-3

2-2

2-0

40,000

5-7

6-1

4-8 4-10 4-4 3-11 3-8

3-0 2-11

1-#4

60,000

6-9

7-5

5-8 5-11 5-4

4-9

4-5

3-8

3-7

40,000

6-11 7-7 5-10 6-0 5-5 4-10 4-6 3-9 3-7

12i

1-#5

60,000

8-8 10-1 6-7

7-0 5-11 5-2

4-8

3-9

3-7

2-#4

40,000

8-8 9-10 6-7

7-0 5-11 5-2

4-8

3-9

3-7

1-#6

60,000

8-8 10-1 6-7

7-0 5-11 5-2

4-8

3-9

3-7

Center distance Am, n

1-2

1-5 0-10 0-11 0-9

0-7

0-6 STL STL

Span without stirrupsk, l

3-10 4-3

3-6

3-7

3-4

3-2

3-0 2-10 2-9

40,000

6-5

7-2

5-6

5-9

5-2

4-8

4-4

3-7

3-6

1-#4

60,000

7-9

8-9

6-9

7-0

6-3

5-8

5-3

4-4

4-3

40,000

7-11 8-11 6-10 7-1

6-5

5-9

5-4

4-5

4-4

16i

1-#5

60,000

9-8 10-11 8-4

8-8 7-10 7-0

6-6

5-2

5-1

2-#4

40,000

9-0 10-1 7-9

8-0

7-3

6-6

6-1

5-0 4-11

1-#6

60,000

11-5 13-10 9-2

9-8

8-3

7-2

6-6

5-2

5-1

Center distance Am, n

1-6 1-11 1-2

1-3

1-0 0-10 0-8 STL STL

Span without stirrupsk, l

4-10 5-5

4-5

4-7

4-3

4-0 3-11 3-7

3-7

40,000

7-0

8-1

6-3

6-5 5-10 5-3 4-11 4-1 3-11

1-#4

60,000

8-7 9-10 7-7 7-10 7-1 6-5 6-0 4-11 4-10

40,000

8-9 10-1 7-9

8-0

7-3

6-6

6-1

5-1 4-11

1-#5

60,000

10-8 12-3 9-6 9-10 8-10 8-0

7-5

6-2

6-0

20i

2-#4

40,000

9-10 11-4 8-9

9-1

8-2

7-4 6-10 5-8

5-7

1-#6

60,000

12-0 13-10 10-8 11-0 9-11 9-0 8-4 6-8 6-6

40,000

12-3 14-1 10-10 11-3 10-2 8-11 8-1

6-6

6-4

2-#5

60,000

14-0 17-6 11-8 12-3 10-6 9-1 8-4 6-8 6-6

Center distance Am, n

1-10 2-5

1-5

1-7

1-3

1-0 0-11 STL STL

(continued)

298

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(7)--continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o
MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR CLEAR SPAN 32 FEET

NUMBER OF

LINTEL DEPTH, BARS AND BAR STEEL YIELD

D g

SIZE IN TOP AND STRENGTHh, fy

(inches)

BOTTOM OF

(psi)

LINTEL

Span without stirrupsk, l

5-9

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

6-7

5-5

5-6

5-2 4-11 4-9

4-5

4-4

40,000

7-6 8-10 6-10 7-1

6-5

5-9

5-5

4-6

4-4

1-#4

60,000

9-2 10-9 8-4

8-8 7-10 7-1

6-7

5-6

5-4

40,000

9-5 11-0 8-6 8-10 8-0

7-2

6-8

5-7

5-5

1-#5

60,000

11-5 13-5 10-5 10-9 9-9

8-9

8-2 6-10 6-8

24j

2-#4

40,000

10-7 12-5 9-8 10-0 9-0

8-1

7-7

6-3

6-2

1-#6

60,000

12-11 15-2 11-9 12-2 11-0 9-11 9-3

7-8

7-6

40,000

13-2 15-6 12-0 12-5 11-2 9-11 9-2

7-5

7-3

2-#5

60,000

16-3 21-0 14-1 14-10 12-9 11-1 10-1 8-1 7-11

2-#6

40,000

14-4 18-5 12-6 13-2 11-5 9-11 9-2

7-5

7-3

Center distance Am, n

2-1 2-11 1-9 1-10 1-6

1-3

1-1 STL STL

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5).
b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform
loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads.
f. DR indicates design required. STL - stirrups required throughout lintel. g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire
length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-walls forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5).
j. Where stirrups are required for 24-inch deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less
than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2.
l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
m. Center distance, A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.
o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for interpolation and information only.

2015 INTERNATIONAL RESIDENTIAL CODE®

299

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(8) MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK SCREEN-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, p
ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)

NUMBER OF LINTEL DEPTH, BARS AND BAR

STEEL YIELD

D g

SIZE IN TOP AND STRENGTHh, fy

(inches)

BOTTOM OF

(psi)

LINTEL

Maximum ground snow load (psf)

Maximum clear span of lintel (feet - inches)

12i,j

Span without stirrups

2-9 2-11 2-4 2-5 2-3 2-3 2-2 2-0 2-0

16i,j

Span without stirrups

3-9 4-0 3-4 3-5 3-2 3-1 3-0 2-9 2-9

20i,j

Span without stirrups

4-9 5-1 4-3 4-4 4-1 4-0 3-10 3-7 3-7

Span without stirrupsl, m

5-8 6-3 5-2 5-3 5-0 4-10 4-8 4-4 4-4

40,000

7-11 9-0 6-11 7-2

6-5

6-1

5-8

4-9

4-7

1-#4

60,000

9-9 11-0 8-5 8-9 7-10 7-5 6-10 5-9 5-7

40,000

9-11 11-2 8-7 8-11 8-0 7-7 7-0 5-11 5-9

1-#5

60,000

12-1 13-8 10-6 10-10 9-9 9-3 8-6 7-2 7-0

24k

2-#4

40,000

11-2 12-8 9-9 10-1 9-1

8-7 7-11 6-8

6-6

1-#6

60,000

15-7 17-7 12-8 13-4 11-6 10-8 9-8 7-11 7-8

40,000

14-11 18-0 12-2 12-10 11-1 10-3 9-4 7-8 7-5

2-#5

60,000

DR DR DR DR DR DR DR DR DR

Center distance An, o

2-0 2-6 1-6 1-7 1-4 1-2 1-0 STL STL

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches.
m. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
n. Center distance, A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are
shown for interpolation and information only.

300

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(9) MAXIMUM ALLOWABLE CLEAR SPANS FOR FLAT LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSa, b, c, d, e, g, h

NOMINAL WALL THICKNESS (inches)

LINTEL DEPTH, D f
(inches)

NUMBER OF BARS AND BAR
SIZE

STEEL YIELD
STRENGTH, fy (psi)

Concrete Wall

Lightframed Gable

Concrete Wall

Lintel Supporting

Lightframed Gable

Concrete Wall

Lightframed Gable

Concrete Wall

Lightframed Gable

Maximum Clear Span of Lintel (feet - inches)

40,000

10-11 11-5

9-7

11-2 7-10

9-5

7-3

9-2

1-#4

60,000

12-5

11-7 10-11 13-5

9-11

13-2

9-3 12-10

40,000

12-7

11-7

11-1

13-8

10-1

13-5

9-4

13-1

1-#5

60,000

12-7 16-4 11-6 14-7

10-9

14-6

2-#4

40,000

12-0 15-3 10-11 15-0

10-2

14-8

1-#6

60,000

12-2 15-3

11-7

15-3

40,000

12-7 16-7

11-9

16-7

2-#5

60,000

13-3

16-7

40,000

13-2

17-8

2-#6

60,000

40,000

11-5

9-10

10-6

12-0

9-6

11-6

8-9

11-1

1-#4

60,000

11-5

9-10

11-8

13-3 10-11 14-0

10-1

13-6

40,000

11-5

9-10

11-8

13-3

11-1

14-4

10-3

13-9

1-#5

60,000

11-5

9-10

11-8

13-3 11-10 16-0

11-9

16-9

2-#4

40,000

11-8 13-3 11-10 16-0

11-2

15-6

1-#6

60,000

11-8 13-3 11-10 16-0 11-11 18-4

40,000

11-8 13-3 11-10 16-0 11-11 18-4

2-#5

60,000

11-8 13-3 11-10 16-0 11-11 18-4

40,000

13-6

13-0 11-10 13-8

10-7 12-11 9-11

12-4

1-#4

60,000

13-6

13-0

13-8

16-7

12-4

15-9

11-5

15-0

40,000

13-6

13-0 13-10 17-0

12-6

16-1

11-7

15-4

1-#5

60,000

13-6

13-0 13-10 17-1

14-0

19-7

13-4

18-8

2-#4

40,000

13-6

13-0 13-10 17-1

13-8

18-2

12-8

17-4

1-#6

60,000

13-6

13-0 13-10 17-1

14-0

20-3

14-1

40,000

13-6

13-0 13-10 17-1

14-0

20-3

14-1

2-#5

60,000

DR 13-10 17-1 14-0 20-3 14-1

40,000

14-11 15-10 13-0 14-10 11-9 13-11 10-10 13-2

1-#4

60,000

15-3 15-10 14-11 18-1

13-6

17-0

12-6

16-2

40,000

15-3 15-10 15-2

18-6

13-9

17-5

12-8

16-6

1-#5

60,000

15-3 15-10 15-8 20-5 15-9

14-7

20-1

2-#4

40,000

15-3 15-10 15-8 20-5 14-11

13-10

1-#6

60,000

15-3 15-10 15-8 20-5 15-10

15-11

40,000

15-3 15-10 15-8 20-5 15-10

15-11

2-#5

60,000

15-3 15-10 15-8 20-5 15-10

15-11

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

301

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.8(9)--continued MAXIMUM ALLOWABLE CLEAR SPANS FOR FLAT LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSa, b, c, d, e, g, h

NOMINAL WALL THICKNESS (inches)

LINTEL DEPTH, D f
(inches)

NUMBER OF BARS AND BAR
SIZE

STEEL YIELD
STRENGTH, fy (psi)

Concrete Wall

Lightframed Gable

Concrete Wall

Lintel Supporting

Lightframed Gable

Concrete Wall

Lightframed Gable

Concrete Wall

Lightframed Gable

Maximum Clear Span of Lintel (feet - inches)

40,000

16-1 17-1 13-11 15-10 12-7 14-9 11-8 13-10

1-#4

60,000

16-11 18-5 16-1 19-3 14-6 18-0 13-5 17-0

40,000

16-11 18-5 16-3 19-8 14-9 18-5 13-8 17-4

1-#5

60,000

16-11 18-5 17-4

17-0

15-8

2-#4

40,000

16-11 18-5 17-4

16-1

14-10

1-#6

60,000

16-11 18-5 17-4

17-6

17-1

40,000

16-11 18-5 17-4

17-6

17-4

2-#5

60,000

16-11 18-5 17-4

17-6

17-8

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2 inch, whichever is less. d. Linear interpolation between lintels depths, D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire
length of the lintel. g. DR indicates design required. h. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are
shown for interpolation and information purposes only.

TABLE R608.8(10) MAXIMUM ALLOWABLE CLEAR SPANS FOR WAFFLE-GRID AND SCREEN-GRID LINTELS WITHOUT STIRRUPS IN NONLOAD-
BEARING WALLSc, d, e, f, g

LINTEL DEPTHh, D
(inches)

FORM TYPE AND NOMINAL WALL THICKNESS (inches)

6-inch Waffle-grida

8-inch Waffle-grida

6-inch Screen-gridb

Lintel supporting

Concrete Wall

Light-framed Gable

Concrete Wall Light-framed Gable

Concrete Wall

Light-framed Gable

Maximum Clear Span of Lintel (feet - inches)

10-3

8-8

8-3

9-2

7-6

7-10

7-1

8-8

6-9

10-11

10-0

9-4

9-3

12-5

12-2

10-7

11-2

13-9

14-2

11-10

12-11

13-0

12-9

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less
than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5).
c. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores. d. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g. e. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less. f. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi. g. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05. h. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire
length of the lintel.

302

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R608.9 Requirements for connectionsgeneral. Concrete walls shall be connected to footings, floors, ceilings and roofs in accordance with this section.
R608.9.1 Connections between concrete walls and light-framed floor, ceiling and roof systems. Connections between concrete walls and light-framed floor, ceiling and roof systems using the prescriptive details of Figures R608.9(1) through R608.9(12) shall comply with this section and Sections R608.9.2 and R608.9.3.
R608.9.1.1 Anchor bolts. Anchor bolts used to connect light-framed floor, ceiling and roof systems to concrete walls in accordance with Figures R608.9(1) through R608.9(12) shall have heads, or shall be rods with threads on both ends with a hex or square nut on the end embedded in the concrete. Bolts and threaded rods shall comply with Section R608.5.2.2. Anchor bolts with J- or L-hooks shall not be used where the connection details in these figures are used.
R608.9.1.2 Removal of stay-in-place form material at bolts. Holes in stay-in-place forms for installing bolts for attaching face-mounted wood ledger boards to the wall shall be not less than 4 inches (102 mm) in diameter for forms not greater than 11/2 inches (38 mm) in thickness, and increased 1 inch (25 mm) in diameter for each 1/2-inch (12.7 mm) increase in form thickness. Holes in stay-in-place forms for installing bolts for attaching face-mounted cold-formed steel tracks to the wall shall be not less than 4 inches (102 mm) square. The wood ledger board or steel track shall be in direct contact with the concrete at each bolt location.
Exception: A vapor retarder or other material less than or equal to 1/16 inch (1.6 mm) in thickness is permitted to be installed between the wood ledger or cold-formed track and the concrete.
R608.9.2 Connections between concrete walls and light-framed floor systems. Connections between concrete walls and light-framed floor systems shall be in accordance with one of the following:
1. For floor systems of wood frame construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(1) through R608.9(4), where permitted by the tables accompanying those figures. Portions of connections of wood-framed floor systems not noted in the figures shall be in accordance with Section R502, or AWC WFCM, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.
2. For floor systems of cold-formed steel construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(5) through R608.9(8), where permitted by the tables accompanying those figures. Portions of connections of cold-formedsteel framed floor systems not noted in the figures shall be in accordance with Section R505, or AISI S230, if applicable.

3. Proprietary connectors selected to resist loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.
4. An engineered design using loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.
5. An engineered design using loads and material design provisions in accordance with this code, or in accordance with ASCE 7, ACI 318, and AWC NDS for wood frame construction or AISI S100 for coldformed steel frame construction.
R608.9.3 Connections between concrete walls and light-framed ceiling and roof systems. Connections between concrete walls and light-framed ceiling and roof systems shall be in accordance with one of the following:
1. For ceiling and roof systems of wood frame construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(9) and R608.9(10), where permitted by the tables accompanying those figures. Portions of connections of wood-framed ceiling and roof systems not noted in the figures shall be in accordance with Section R802, or AWC WFCM, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.
2. For ceiling and roof systems of cold-formed-steel construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(11) and R608.9(12), where permitted by the tables accompanying those figures. Portions of connections of coldformed-steel framed ceiling and roof systems not noted in the figures shall be in accordance with Section R804, or AISI S230, if applicable.
3. Proprietary connectors selected to resist loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.
4. An engineered design using loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.
5. An engineered design using loads and material design provisions in accordance with this code, or in accordance with ASCE 7, ACI 318, and AWC NDS for wood-frame construction or AISI S100 for coldformed-steel frame construction.
R608.10 Floor, roof and ceiling diaphragms. Floors and roofs in buildings with exterior walls of concrete shall be designed and constructed as diaphragms. Where gable-end walls occur, ceilings shall be designed and constructed as diaphragms. The design and construction of floors, roofs and ceilings of wood framing or cold-formed-steel framing serving as diaphragms shall comply with the applicable requirements of this code, or AWC WFCM or AISI S230, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.

2015 INTERNATIONAL RESIDENTIAL CODE®

303

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION A

5 IN.

10 IN. MINIMUM HEIGHT WITH WEB MATERIAL REMOVED

5 IN.

/3 4

IN.

MINIMUM

CLEAR

MINIMUM EMBEDMENT "E" SEE TABLE BELOW

SECTION

SHEATHING BOUNDARY NAILING SEE TABLE R602.3(1)

10d COMMON NAILS AT 6 IN. ON CENTER FROM SHEATHING TO JOIST WITH TENSION TIES ATTACHED

3 IN.

PROVIDE WEB STIFFENER BOTH SIDES OF WEB AT I-JOIST, WHERE OCCURS

/1 2

IN.

DIAMETER

ANCHOR

BOLT.

SEE

TABLE R608.9(1) FOR SPACING. CENTER

BOLT NOT MORE THAN 2 IN. FROM

JOIST FACE AT TENSION TIES.

TENSION TIE. SEE TABLE R608.9(1) FOR

SPACING. PROVIDE STEEL PLATE WASHER

/1 2

IN.

FACE

JOIST

WEB.

PROVIDE 4 IN. × 6 IN. × 4 IN. × 43 MIL MINIMUM

BENT STEEL PLATE ANGLE UNDER PLATE

WASHER WITH 6-10 × 11/2 IN. COMMON NAILS

TO JOIST. TENSION TIE LRFD CAPACITY 1280LB.

WOOD 2 × 8 MINIMUM LEDGER TYPICAL, 3 × 8 WHERE REQUIRED BY TABLE R608.9(1)

CUT WASHER

(in)

wall type

23/4

4 in. flat

in.

43/4

6 in. flat 6 in. waffle-grid

in. 6 in. screen-grid

6 IN.

63/4 8 in. flat in. 10 in. flat
8 in. waffle-grid

ANCHOR BOLT SPACING

JOIST TENSION TIE

DETAIL A PLAN VIEW

4 IN. DIAMETER SOLID CONCRETE BEHIND AND ALIGNED WITH ANGLE

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(1) WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULAR

304

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(1) WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULARa, b

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

120B

BASIC WIND SPEED (mph)

130B

140B

110C

119C

110D

19.2

38.4

150B 127C 117D

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. This table is for use with the detail in Figure R608.9(1). Use of this detail is permitted where a cell is not shaded and prohibited where shaded. b. Wall design per other provisions of Section R608 is required.

160B 136C 125D

2015 INTERNATIONAL RESIDENTIAL CODE®

305

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SHEATHING BOUNDARY NAILING. SEE TABLE R602.3(1)
WOOD 2 × 8 MINIMUM LEDGER

TENSION TIE. SEE TABLE R608.9(2) FOR SPACING. 54 MIL × 2 IN × 6 FT - 0 LENGTH MINIMUM GRADE 50 STRAP UNDER OR ON TOP OF FLOOR SHEATHING. ATTACH STRAP TO FIRST TWO BLOCK WITH 12-10d COMMON NAILS. 10d COMMON NAILS AT 6 IN. ON CENTER FOR BALANCE OF STRAP.
2× FULL DEPTH BLOCKING, TWO BAYS, MINIMUM AT EACH TENSION TIE. PROVIDE 43 MIL MINIMUM CLIP ANGLE EACH END WITH NOT LESS THAN 4-10d COMMON NAILS EACH LEG.

5 IN.

10 IN. MINIMUM HEIGHT WITH WEB MATERIAL REMOVED

5 IN.

¾ IN. MINIMUM CLEAR

SECTION

MINIMUM EMBEDMENT "E" SEE TABLE BELOW

EQUAL

54 MIL × 2 IN. GRADE 50 STRAP, WITH 5-10d COMMON NAILS EACH END

½ IN. DIAMETER ANCHOR BOLT. SEE TABLE R608.9(2) FOR SPACING. CENTER BOLT NOT MORE THAN 2 IN. FROM BLOCKING FACE AT TENSION TIES.
TENSION TIE. SEE TABLE R608.9(2) FOR SPACING. PROVIDE STEEL PLATE WASHER 4 × 4 × ½ IN. TO FACE OF BLOCKING WEB. PROVIDE 4 IN. × 6 IN. × 4 IN. × 43 MIL MINIMUM BENT STEEL PLATE ANGLE UNDER PLATE WASHER WITH 6-10d × 1½ COMMON NAILS TO BLOCKING. TENSION TIE LRFD CAPACITY 1280 LB.

E (in.)
2¾ in.
4¾ in.

6¾ in.

JOIST RUNNING PARALLEL TO WALL OR I-JOIST WITH WEB STIFFNERS
wall type
4 in. flat
6 in. flat 6 in. waffle-grid 6 in. screen-grid
8 in. flat 10 in. flat 8 in. waffle-grid

CUT WASHER

ANCHOR BOLT SPACING

6 IN.

JOISTS
BLOCKING TYP.

DETAIL B PLAN VIEW

4 IN. DIAMETER SOLID CONCRETE BEHIND AND ALIGNED WITH ANGLE

FLAT OR FULL DEPTH BLOCKING AT STRAP

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(2) WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLEL

306

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(2) WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLELa, b

BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115b

120B

130B 110C

140B 119C

150B 127C

110D

117D

19.2

38.4

160B 136C 125D

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. This table is for use with the detail in Figure R608.9(2). Use of this detail is permitted where a cell is not shaded and prohibited where shaded. b. Wall design per other provisions of Section R608 is required.

2015 INTERNATIONAL RESIDENTIAL CODE®

307

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION
A
43 MIL CONTINUOUS PLATE WITH NAILING TO MATCH BOUNDARY NAILING. SEE TABLE R602.3(1)
8 IN. MINIMUM WITH WEB MATERIAL REMOVED SECTION

7 IN. MIN.

3 IN.

SHEATHING BOUNDARY NAILING SEE TABLE R602.3(1)
10d COMMON NAILS AT 6 IN. CENTER FROM SHEATHING TO JOISTS WITH TENSION TIES ATTACHED.
TENSION TIE SEE TABLE R608.9(3) FOR SPACING
JOIST (I-JOIST NOT PERMITTED) WOOD 2 × 6 MINIMUM SILL PLATE TYPICAL, 3 × 6 WHERE REQUIRED BY TABLE R608.9(3)
1/2 IN. ANCHOR BOLT TYPICAL, 5/8 IN. WHERE REQUIRED. SEE TABLE R608.9(3) FOR SIZE AND SPACING.
JOIST TYP.

3 IN.

ANCHOR BOLT WITH ¼ × 3 × 3 STEEL PLATE WASHER
EQUAL

4 IN.

DETAIL A PLAN VIEW

TENSION TIE 4 IN. × 3 IN. × 3 IN. × 43 MIL. MINIMUM CLIP ANGLE EACH FACE JOIST WITH 6-10d x 1½ IN. COMMON NAILS ON VERTICAL AND HORIZONTAL LEGS
TENSION TIE LRFD CAPACITY 1280 LB. FOR BOTH ANGLES (640 LB PER ANGLE)

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(3) WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL FRAMING, PERPENDICULAR

308

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(3) WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e

BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

120B

130B 110C

140B 119C

150B 127C

160B 136C

110D

117D

125D

19.2

38.4

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
a. This table is for use with the detail in Figure R608.9(3). Use of this detail is permitted where cell is not shaded.
b. Wall design per other provisions in Section R608 is required.
c. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
d. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R608.9(3). For the remainder of the wall, see Note b.
e. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.

2015 INTERNATIONAL RESIDENTIAL CODE®

309

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SHEATHING BOUNDARY NAILING. SEE TABLE R602.3(1)
TENSION TIE. 54 MIL × 2 IN. × 6 FT - 0 LENGTH MINIMUM GRADE 50 STRAP CONTINUOUS UNDER OR ON TOP OF FLOOR SHEATHING. ATTACH STRAP TO FIRST TWO BLOCKS WITH 12-10d COMMON NAILS. 10d COMMON NAILS AT 6 IN. ON CENTER FOR BALANCE OF STRAP.

B 43 MIL CONTINUOUS PLATE WITH NAILING TO MATCH BOUNDARY NAILING. SEE TABLE R602.3(1)
8 IN. MINIMUM WITH WEB MATERIAL REMOVED
SECTION
4 IN.
DETAIL B PLAN VIEW
EQUAL

3 IN.

7 IN. MIN

3 IN.

2× FULL DEPTH BLOCKING, TWO BAYS MINIMUM AT EACH TENSION TIE. PROVIDE 43 MIL MINIMUM CLIP ANGLE EACH END WITH NOT LESS THAN 4-10d COMMON NAILS EACH LEG.

JOIST RUNNING PARALLEL TO WALL
54 MIL × 2 IN. GRADE 50 STRAP, WITH 5-10d COMMON NAILS EACH END TENSION TIE SEE TABLE R608.9(4) FOR SPACING
WOOD 2 × 6 MINIMUM SILL PLATE TYPICAL. 3 × 6 WHERE REQUIRED BY TABLE R608.9(4)

½ IN. ANCHOR BOLT TYPICAL, 5/8 IN. WHERE REQUIRED. SEE TABLE R608.9(4) FOR SIZE AND SPACING.

JOIST
BLOCKING TYP.

JOIST

FLAT OR FULL DEPTH BLOCKING AT STRAP
TENSION TIE. 4 IN. × 3 IN. × 3 IN. × 43 MIL MINIMUM CLIP ANGLE BOTH SIDES OF BLOCKING WITH 6-10d × 1½ IN. COMMON NAILS ON HORIZONTAL AND VERTICAL LEG. TENSION TIE LRFD CAPACITY 1280LB FOR BOTH ANGLES, 640 LB PER ANGLE
ANCHOR BOLT WITH ¼ × 3 × 3 STEEL PLATE WASHER

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(4) WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLEL

310

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(4) WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e

BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

120B

130B 110C

140B 119C

150B 127C

110D

117D

19.2

38.4

160B 136C 125D
6 6 6 6 6A 6A 6A 6B 6B 6B 8B

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
a. This table is for use with the detail in Figure R608.9(4). Use of this detail is permitted where a cell is not shaded.
b. Wall design per other provisions of Section R608 is required.
c. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
d. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R608.9(4). For the remainder of the wall, see Note b.
e. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.

2015 INTERNATIONAL RESIDENTIAL CODE®

311

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SHEATHING BOUNDARY FASTENING. SEE TABLE R505.3.1(2)
A

54 MIL GRADE 50 TRACK FOR ANCHOR BOLTS AT 19.2 IN. AND 24 IN. O.C. 43 MIL GRADE 50 OR 54 GRADE 33 FOR ANCHOR BOLTS AT 12 IN., OR 16 IN. O.C.

1 NO. 8 SCREW TOP AND BOTTOM FLANGE

NO. 8 SCREWS AT 6 IN. ON CENTER FROM SHEATHING TO JOIST WITH TENSION TIES ATTACHED.

5 IN.

10 INCH MINIMUM HEIGHT WITH WEB MATERIAL REMOVED

5 IN.

¾ IN. MINIMUM CLEAR

SECTION

MINIMUM EMBEDMENT "E" SEE TABLE BELOW

½ IN. DIAMETER ANCHOR BOLT TYPICAL. SEE TABLE R608.9(5) FOR SPACING. CENTER BOLT NOT MORE THAN 2 IN. FORM JOIST WEB AT TENSION TIES.
TENSION TIE. SEE TABLE R608.9(5) FOR SPACING. PROVIDE STEEL PLATE WASHER 4 × 4 × ½ IN. TO FACE OF JOIST WEB. PROVIDE 4 IN. × 4 IN. × 4 IN. × 43 MIL MINIMUM BENT STEEL PLATE ANGLE UNDER PLATE WASHER WITH 8 NO. 8 SCREWS TO JOIST WEB TENSION TIE LRFD CAPACITY 3200 LB

CUT WASHER

E (in.)

wall type

2¾ in.

4 in. flat

6 in. flat 4¾ 6 in. waffle-grid in. 6 in. screen-grid

6¾ in.

8 in. flat 10 in. flat 8 in. waffle-grid

ANCHOR BOLT SPACING

DETAIL A PLAN VIEW

JOIST
TENSION TIE
4 IN. × 4 IN. SOLID CONCRETE BEHIND AND ALIGNED WITH ANGLE

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(5) COLD-FORMED STEEL FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULAR

312

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(5) COLD-FORMED STEEL-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

120B

130B

140B

150B

110C

119C

127C

110D

117D

19.2

38.4

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.4470 m/s. a. This table is for use with the detail in Figure R608.9(5). Use of this detail is permitted where a cell is not shaded. b. Wall design per other provisions of Section R608 is required. c. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.

160B 136C 125D

2015 INTERNATIONAL RESIDENTIAL CODE®

313

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

43 MIL MINIMUM TRACK. ONE NO. 8 SCREW FROM TRACK TO BLOCKING,
TOP AND BOTTOM FLANGE
SHEATHING BOUNDARY FASTENING. SEE TABLE R505.3.1(2)

TENSION TIE. 64 MIL × 2 IN. × 6 FT. 0 LENGTH MINIMUM GRADE 50 STRAP UNDER OR ON TOP OF FLOOR SHEATHING. ATTACH STRAP TO FIRST TWO BLOCKS WITH 12 NO. 8 SCREWS. NO. 8 SCREWS AT 6 IN. ON CENTER FOR BALANCE OF STRAP
43 MIL MINIMUM FULL DEPTH BLOCKING, TWO BAYS MINIMUM AT EACH TENSION TIE. PROVIDE 43 MIL MINIMUM CLIP ANGLE EACH END WITH NOT LESS THAN 4 NO. 8 SCREWS EACH LEG

5 IN.

10 IN. MINIMUM HEIGHT WITH WEB MATERIAL REMOVED

5 IN.

¾ IN. MINIMUM

CLEAR

SECTION

MINIMUM EMBEDMENT "E" SEE TABLE BELOW

54 MIL × 2 IN. GRADE 50 STRAP,

WITH 4 NO. 8 SREWS EACH END JOIST RUNNING

½ IN. DIAMETER ANCHOR BOLT TYPICAL.

PARALLEL TO WALL

SEE TABLE R608.9(6) FOR SPACING.

CENTER BOLT NOT MORE THAN 2 IN. FROM BLOCKING WEB.

E wall type (in.)

TENSION TIE. SEE TABLE R608.9(6) FOR SPACING. PROVIDE STEEL PLATE WASHER 4 × 4 × ½ IN. TO FACE OF
BLOCKING WEB. PROVIDE 4 IN. × 4 IN. × 4 IN. × 43 MIL MINIMUM BENT STEEL PLATE ANGLE UNDER PLATE WASHER WITH 8 NO. 8 SCREWS TO BLOCKING WEB. TENSION TIE LRFD CAPACITY 3200 LB

2¾ 4 in. flat in.

4¾ in.

6 in. flat 6 in. waffle-grid

6 in. screen-grid

8 in. flat

6¾ in.

10 in. flat 8 in. waffle-grid

CUT WASHER
BLOCKING TYP.

JOISTS BLOCKING
TYP.

ANCHOR BOLT SPACING

DETAIL B PLAN VIEW

ALTERNATE END CONNECTION WITH
BENT BLOCKING WEB WITH 4 NO. 8 SCREWS EACH END
4 IN. × 4 IN. SOLID CONCRETE BEHIND AND ALIGNED WITH ANGLE

FLAT OR FULL DEPTH BLOCKING AT STRAP

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(6) COLD-FORMED STEEL FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLEL

314

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(6) COLD-FORMED STEEL-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLELa, b, c

BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

120B

130B 110C

140B 119C

150B 127C

160B 136C

110D

117D

125D

19.2

38.4

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. This table is for use with the detail in Figure R608.9(6). Use of this detail is permitted where a cell is not shaded. b. Wall design per other provisions of Section R608 is required. c. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.

2015 INTERNATIONAL RESIDENTIAL CODE®

315

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION
A
NO. 8 SCREW HORIZONTAL AND 10d × 1 ½ IN.COMMON NAIL VERTICAL, SPACING TO
MATCH DIAPHRAGM BOUNDARY FASTENING. SEE TABLES R505.3.1(2)
AND R602.3(1)
8 IN. MINIMUM WITH WEB MATERIAL REMOVED
SECTION

7 IN. MIN.

3 IN.

DIAPHRAGM BOUNDARY FASTENING. SEE TABLE R505.3.1(2)

JOIST

NO. 8 SCREWS AT 6 IN. ON CENTER FROM SHEATHING TO JOISTS WITH TENSION TIES ATTACHED

TENSION TIE SEE TABLE R608.9(7) FOR SPACING
STEEL BREAK SHAPE 43 MIL MINIMUM
WOOD 2 × 6 MINIMUM SILL PLATE TYPICAL, 3 × 6 WHERE REQUIRED BY TABLE R608.9(7).
½ IN. DIAMETER ANCHOR BOLT TYPICAL, 5/8 IN. WHERE REQUIRED. SEE TABLE R608.9(7) FOR SIZE AND SPACING
JOIST TYP. WITH 3 10d × 1½ IN. COMMON NAILS

3 IN.

EQUAL

TENSION TIE 4 IN. × 3 IN. × 3 IN. × 43 MIL MINIMUM CLIP ANGLE WITH 6 NO. 8 SCREWS ON VERTICAL LEG, 6-10d × 1½ IN. COMMON NAILS ON HORIZONTAL LEG.
TENSION TIE LRFD CAPACITY 1280 LB
ANCHOR BOLT WITH ¼ × 3 × 3 STEEL PLATE WASHER

DETAIL A PLAN VIEW

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(7) COLD-FORMED STEEL FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR

316

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(7) COLD-FORMED STEEL-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

BASIC WIND SPEED AND WIND EXPOSURE CATEGORY (mph)

120B

130B

140B

150B

110C

119C

127C

110D

117D

19.2

38.4

160B 136C 125D
6 6 6A 6A 6B 6B 6B

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. This table is for use with the detail in Figure R608.9(7). Use of this detail is permitted where a cell is not shaded.
b. Wall design per other provisions of Section R608 is required. c. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number. d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this
nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R608.9(7). For the remainder of the wall, see Note b. e. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6
sill plate are required.

2015 INTERNATIONAL RESIDENTIAL CODE®

317

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

DIAPHRAGM BOUNDARY FASTENING. SEE TABLE R505.3.1(2)
TENSION TIE: 54 MIL × 2 × 6 FT LENGTH MINUMUM GRADE 50 STRAP UNDER OR ON TOP OF FLOOR SHEATHING. ATTACH STRAP TO FIRST TWO BLOCKS WITH 12 NO. 8 SCREWS. NO. 8 SCREWS AT 6 IN. ON CENTER FOR BALANCE OF STRAP
43 MIL MINIMUM FULL DEPTH BLOCKING, TWO BAYS MINIMUM AT EACH TENSION TIE. PROVIDE 43 MIL MINIMUM CLIP ANGLE EACH END WITH NOT LESS THAN 4 NO. 8 SCREWS EACH LEG

NO. 8 SCREW

HORIZONTAL AND 10d

× 1½ IN. COMMON NAILS VERTICAL,

TRACK

3 IN.

SPACING TO MATCH

DIAPHRAGM BOUNDRY

FASTENING. SEE

TABLES R505.3.1(2)

AND R602.3(1)

8 IN. MINIMUM WITH WEB MATERIAL REMOVED
SECTION

7 IN. MIN.

JOIST RUNNING PARALLEL TO WALL

TENSION TIE SEE TABLE R608.9(8) FOR SPACING

54 MIL GRADE 50 × 2 IN. STRAP, WITH 4 NO. 8 SCREWS EACH END

WOOD 2 × 6 MINIMUM SILL PLATE TYPICAL, 3 × 6 WHERE REQUIRED BY TABLE R608.9(8)

½ IN. DIAMETER ANCHOR BOLT TYPICAL, 5/8 IN. WHERE REQUIRED. SEE TABLE R608.9(8) FOR SIZE AND SPACING BLOCKING TYP. WITH 3 NO. 8 × 2½ WOOD SCREWS TO SILL
JOIST
BLOCKING TYP.

JOIST

3 IN.

4 IN.
EQUAL DETAIL B PLAN VIEW

ALTERNATE END CONNECTION WITH BENT BLOCKING WEB AND 4 NO. 8 SCREWS
EACH END

FLAT OR FULL DEPTH BLOCKING AT STRAP

TENSION TIE 4 IN. × 3 IN. × 3 IN. × 43 MIL MINIMUM CLIP ANGLE WITH 6 NO. 8 SCREWS ON VERTICAL LEG, 4 10d × 1½ IN. COMMON NAILS ON HORIZONTAL LEG. TENSION TIE LRFD CAPACITY 1280 LB

ANCHOR BOLT WITH ¼ × 3 × 3 STEEL PLATE WASHER

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(8) COLD-FORMED STEEL FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLEL

318

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(8) COLD-FORMED STEEL-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

BASIC WIND SPEED AND WIND EXPOSURE CATEGORY (mph)

120B

130B

140B

150B

110C

119C

127C

110D

117D

160B 136C 125D
6

19.2

38.4

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. This table is for use with the detail in Figure R608.9(8). Use of this detail is permitted where a cell is not shaded.
b. Wall design per other provisions of Section R608 is required. c. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number. d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this
nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R608.9(8). For the remainder of the wall, see Note b. e. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6
sill plate are required.

2015 INTERNATIONAL RESIDENTIAL CODE®

319

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

NAILING FROM SHEATHING TO RAFTERS WITH TENSION TIES ATTACHED. SEE TABLE R602.3(1) FOR NAIL SPACING
ROOF SHEATHING BOUNDARY NAILING. SEE TABLE R602.3(1)
43 MIL CONTINUOUS PLATE WITH NAILING TO MATCH ROOF SHEATHING
BOUNDARY NAILING. SEE TABLE R602.3(1)
A

NAILS JOIST TO RAFTER SHALL BE IN ACCORDANCE WITH IRC OR AWC WFCM 10- 10d COMMON NAILS EACH TENSION TIE LOCATION
TENSION TIE. SEE TABLE R608.9(9) FOR SPACING

8 IN. MIN WITH WEB MATERIAL
REMOVED 7 IN. MIN.

SECTION
RAFTER ABOVE

WOOD SILL

10d COMMON NAILS AT 6 IN. ON CENTER FROM SHEATHING TO JOISTS WITH TENSION TIES ATTACHED.
CEILING DIAPHRAGM WHERE REQUIRED W/43 MIL. ANGLE. PROVIDE DIAPHRAGM BOUNDARY NAILING THROUGH SHEATHING TO BLOCK AND HORIZONTAL TO SILL PLATE. SEE TABLE R602.3(1)
WOOD 2 × 6 MINIMUM SILL PLATE TYPICAL, 3 × 6 WHERE REQUIRED BY TABLE R608.9(9)
½ IN. DIAMETER ANCHOR BOLT TYPICAL, 5/8 IN. WHERE REQUIRED SEE TABLE R608.9(9) FOR SIZE AND SPACING.

3 IN.

4 IN. EQ. EQ.

CEILING JOIST ABOVE
TENSION TIE: 4 IN. × 3 IN. × 3 IN. × 43 MIL MINIMUM CLIP ANGLE EACH FACE WITH 6- 10d × 1 ½ IN.COMMON NAILS IN HORIZONTAL AND VERTICAL LEG. TENSION TIE LRFD CAPACITY 1280 LB BOTH ANGLES, 640 LB PER ANGLE
ANCHOR BOLT WITH ¼ X 3 X 3 STEEL PLATE WASHER

DETAIL A PLAN VIEW

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(9) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR

320

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(9) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e

BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

120B

130B 110C

140B 119C

150B 127C

110D

117D

19.2

38.4

160B 136C 125D
6 6 6 6 6 6 6 6

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. This table is for use with the detail in Figure R608.9(9). Use of this detail is permitted where cell a is not shaded, prohibited where shaded. b. Wall design per other provisions of Section R608 is required. c. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number. d. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a
minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R608.9(9). For the remainder of the wall, see Note b. e. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.

2015 INTERNATIONAL RESIDENTIAL CODE®

321

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SHEATHING BOUNDARY NAILING. SEE
TABLE R602.3(1)

BLOCKING AT GABLE END OUTLOOKER. 1 BAY MIN.

NAILING FROM SHEATHING TO BLOCKING AND OUTLOOKER 6 IN. ON CENTER.

B
WOOD 2 × 6 MINIMUM SILL PLATE TYPICAL, 3 × 6 WHERE REQUIRED BY TABLE R608.9(10)
SECTION

8 IN. MINIMUM WITH WEB MATERIAL REMOVED 7 IN. MIN.

2x FULL DEPTH BLOCKING, TWO BAYS MINIMUM AT EACH TENSION TIE. PROVIDE 43 MIL MINIMUM CLIP ANGLE EACH END WITH NOT LESS THAN 4- 10d COMMON NAILS EACH LOG
FLAT OR FULL DEPTH BLOCKING AT STRAP

TENSION TIE. SEE TABLE R608.9(10) FOR SPACING. 54 MIL × 4 IN. × 6 FT LENGTH MINIMUM GRADE 50 STRAP UNDER OR ON TOP OF CEILING SHEATHING. EXTEND STRAP ACROSS AND FASTEN TO WOOD SILL PLATE WITH MINIMUM 10- 10d × 1½ IN. COMMON NAILS. ATTACH STRAP TO FIRST TWO BLOCKS WITH 10- 10d COMMON NAILS. 10d COMMON NAILS AT 6 IN. ON CENTER FOR BALANCE OF STRAP. TENSION TIE LRFD CAPACITY 2140 LB
CEILING DIAPHRAGM SHEATHING
43 MIL CONTINUOUS ANGLE WITH 10d COMMON NAILS AT BOUNDARY NAIL SPACING THROUGH SHEATHING TO JOIST AND HORIZONTAL TO SILL PLATE. SEE TABLE R602.3(1) ½ IN. DIAMETER ANCHOR BOLTS TYPICAL, 5/8 IN. WHERE REQUIRED. SEE TABLE R608.9(10) FOR SIZE AND SPACING.

TENSION TIE STRAP UNDER BLOCKING
BLOCKING

JOISTS

ANCHOR BOLT WITH ¼ × 3 × 3 STEEL
PLATE WASHER. SEE TABLE R608.9(10) FOR SPACING

DETAIL B PLAN VIEW

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(10) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLEL

322

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(10) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e

BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

120B

130B 110C

140B 119C

150B 127C

110D

117D

19.2

38.4

160B 136C 125D
6 6 6 6 6 6 6 6

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. This table is for use with the detail in Figure R608.9(10). Use of this detail is permitted where a cell is not shaded, prohibited where shaded. b. Wall design per other provisions of Section R608 is required. c. For wind design, minimum 4-inch-nominal wall is permitted in cells that do not contain a number. d. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a
minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R608.9(10). For the remainder of the wall, see Note b. e. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.

2015 INTERNATIONAL RESIDENTIAL CODE®

323

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

WHERE CEILING DIAPHRAGM IS NOT PROVIDED, DIAPHRAGM BOUNDARY FASTENING SHALL BE IN ACCORDANCE WITH TABLE R804.3. WHERE CEILING DIAPHRAGM IS PROVIDED, DIAPHRAGM FASTENING
SHALL BE IN ACCORDANCE WITH AISI S230
WHERE CEILING DIAPHRAGM IS PROVIDED, CONTINUOUS STRAP SHALL BE
IN ACCORDANCE WITH AISI S230
WHERE CEILING DIAPHRAGM NOT PROVIDED, 43 MIL MINIMUM BREAK SHAPE
EACH RAFTER BAY. WHERE CEILING DIAPHRAGM IS PROVIDED BREAK SHAPE SHALL BE IN ACCORDANCE WITH AISI S230

WHERE CEILING DIAPHRAGM IS NOT

PROVIDED, 10d COMMON NAILS

HORIZONTAL, SPACING TO MATCH

DIAPHRAGM BOUNDARY FASTENING

SHALL BE IN ACCORDANCE WITH TABLE

R602.3(1). WHERE CEILING DIAPHRAGM

IS PROVIDED, SEE AISI S230

8 IN. MIN WITH WEB MATERIAL
REMOVED 7 IN. MIN.

SECTION
RAFTER ABOVE

3 IN. MINIMUM

WOOD SILL 4 IN.

WHERE CEILING DIAPHRAGM IS NOT PROVIDED, NO. 8 SCREWS AT 6 IN. ON CENTER FROM SHEATHING TO RAFTERS WITH TENSION TIES ATTACHED. WHERE CEILING DIAPHRAGM IS PROVIDED, SCREWS SHALL BE IN ACCORDANCE WITH AISI S23O.
3 NO. 8 SCREWS MIN. 8 NO. 8 SCREWS EACH TENSION TIE LOCATION WHERE NO CEILING DIAPHRAGM IS PROVIDED. SEE SECTION R608.10
TENSION TIE. SEE TABLE R608.9(11) FOR SPACING.
NO. 8 SCREWS AT 6 IN. ON CENTER FROM SHEATHING TO JOISTS WITH TENSION TIES ATTACHED. CEILING DIAPHRAGM WHERE REQUIRED W/43 MIL ANGLE, NO. 8 SCREWS TO STEEL, 10d NAILS TO WOOD SILL. SEE TABLE R804.3 FOR DIAPHRAGM BOUNDARY FASTENER SPACING
WOOD 2 × 6 MINIMUM SILL PLATE TYPICAL, 3 × 6 WHERE REQUIRED BY TABLE R608.9(11)
½ IN. DIAMETER ANCHOR BOLT TYPICAL, 5/8 IN. WHERE REQUIRED. SEE TABLE R608.9(11) FOR SIZE AND SPACING
CEILING JOIST ABOVE WITH 3- 10d × 1½ IN. COMMON NAILS TO WOOD SILL
TENSION TIE. 4 IN. × 3 IN. × 3 IN. × 43 MIL MINIMUM CLIP ANGLE WITH 6 NO. 8 SCREWS VERTICAL LEG AND 6- 10d × 1½ IN. COMMON NAILS IN HORIZONTAL LEG TENSION TIE LRFD CAPACITY 1280 LB
ANCHOR BOLT WITH ¼ × 3 × 3 STEEL PLATE WASHER

EQ. EQ.

DETAIL A PLAN VIEW

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(11) COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR

324

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(11) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e

BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

120B

130B 110C

140B 119C

150B 127C

110D

117D

19.2

38.4

160B 136C 125D
6 6 6 6 6 6 6B

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
a. This table is for use with the detail in Figure R608.9(11). Use of this detail is permitted where a cell is not shaded.
b. Wall design per other provisions of Section R608 is required.
c. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R608.9(11). For the remainder of the wall, see Note b.
e. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.

2015 INTERNATIONAL RESIDENTIAL CODE®

325

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

BLOCKING AT GABLE END BRACE. 2 BAYS MINIMUM.

PROVIDE SCREWS FROM SHEATHING TO BLOCKING 6 IN. MAXIMUM ON CENTER

NO. 8 SCREWS, SPACING TO MATCH DIAPHRAGM BOUNDARY. SEE TABLE R804.3
43 MIL MINIMUM FULL DEPTH BLOCKING, TWO BAYS MINIMUM AT EACH TENSION TIE. PROVIDE 43 MIL MINIMUM CLIP ANGLE EACH END WITH NOT LESS THAN 4 NO. 8 SCREWS EACH LEG. SEE ALTERNATE BLOCKING CONNECTION BELOW B
FLAT OR FULL DEPTH BLOCKING AT STRAP

8 IN. MINIMUM WITH WEB MATERIAL REMOVED 7 IN. MIN.

SECTION

TENSION TIE. SEE TABLE R608.9(12) FOR SPACING. 54 MIL × 2 IN. × 6 FT LENGTH MINIMUM GRADE 50 STRAP UNDER OR ON TOP OF CEILING SHEATHING. EXTEND STRAP UNDER AND ATTACH TO TRACK WITH MINIMUM 4 NO. 8 SCREWS. ATTACH STRAP TO FIRST TWO BLOCKS WITH MINIMUM 12 NO. 8 SCREWS. NO. 8 SCREWS AT 6 IN. ON CENTER FOR BALANCE OF STRAP. TENSION TIE LRFD CAPACITY 1600 LB

43 MIL MINIMUM TRACK 4 IN. × 3 IN. × 3 × 43 MIL
MINIMUM CLIP ANGLE WITH 6 NO. 8 SCREWS
VERTICAL LEG
ANCHOR BOLT WITH ½ × 4 × 4 STEEL PLATE
WASHER. SEE TABLE R608.9(12) FOR SPACING
DETAIL B PLAN VIEW

½ IN. MINIMUM ANCHOR BOLT TYPICAL, 5/8 IN. WHERE REQUIRED. SEE TABLE R608.9(12) FOR SIZE AND SPACING.

TENSION TIE STRAP UNDER BLOCKING
BLOCKING

JOISTS

ALTERNATE END CONNECTION WITH BENT BLOCKING WEB AND 4 NO. 8 SCREWS EACH END

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.
FIGURE R608.9(12) COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLEL

326

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R608.9(12) COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e

BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

ANCHOR BOLT SPACING (inches)

TENSION TIE SPACING (inches)

115B

120B

130B 110C

140B 119C

150B 127C

110D

117D

19.2

38.4

160B 136C 125D
6 6 6 6 6 6 6B

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. This table is for use with the detail in Figure R608.9(12). Use of this detail is permitted where a cell is not shaded. b. Wall design per other provisions of Section R608 is required. c. For wind design, minimum 4-inch-nominal wall is permitted in cells that do not contain a number. d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this
nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R608.9(12). For the remainder of the wall, see Note b. e. Letter "B" indicates that a 5/8-inch-diameter anchor bolt is required.

2015 INTERNATIONAL RESIDENTIAL CODE®

327

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SECTION R609 EXTERIOR WINDOWS AND DOORS
R609.1 General. This section prescribes performance and construction requirements for exterior windows and doors installed in walls. Windows and doors shall be installed and flashed in accordance with the fenestration manufacturer's written instructions. Window and door openings shall be flashed in accordance with Section R703.4. Written installation instructions shall be provided by the fenestration manufacturer for each window or door.
R609.2 Performance. Exterior windows and doors shall be designed to resist the design wind loads specified in Table R301.2(2) adjusted for height and exposure in accordance with Table R301.2(3) or determined in accordance with ASCE 7 using the allowable stress design load combinations of ASCE 7. Design wind loads for exterior glazing not part of a labeled assembly shall be permitted to be determined in accordance with Chapter 24 of the International Building Code.
R609.3 Testing and labeling. Exterior windows and sliding doors shall be tested by an approved independent laboratory, and bear a label identifying manufacturer, performance characteristics and approved inspection agency to indicate compliance with AAMA/WDMA/CSA 101/I.S.2/A440. Exterior side-hinged doors shall be tested and labeled as conforming to AAMA/WDMA/CSA 101/I.S.2/A440 or AMD 100, or comply with Section R609.5.
Exception: Decorative glazed openings.
R609.3.1 Comparative analysis. Structural wind load design pressures for window and door units different than the size tested in accordance with Section R609.3 shall be permitted to be different than the design value of the tested unit where determined in accordance with one of the following comparative analysis methods:
1. Structural wind load design pressures for window and door units smaller than the size tested in accordance with Section R609.3 shall be permitted to be higher than the design value of the tested unit provided such higher pressures are determined by accepted engineering analysis. Components of the smaller unit shall be the same as those of the tested unit. Where such calculated design pressures are used, they shall be validated by an additional test of the window or door unit having the highest allowable design pressure.
2. In accordance with WDMA I.S.11.
R609.4 Garage doors. Garage doors shall be tested in accordance with either ASTM E 330 or ANSI/DASMA 108, and shall meet the acceptance criteria of ANSI/DASMA 108.
R609.5 Other exterior window and door assemblies. Exterior windows and door assemblies not included within the scope of Section R609.3 or R609.4 shall be tested in accordance with ASTM E 330. Glass in assemblies covered by this exception shall comply with Section R308.5.

R609.6 Wind-borne debris protection. Protection of exterior windows and glass doors in buildings located in windborne debris regions shall be in accordance with Section R301.2.1.2.
R609.6.1 Fenestration testing and labeling. Fenestration shall be tested by an approved independent laboratory, listed by an approved entity, and bear a label identifying manufacturer, performance characteristics, and approved inspection agency to indicate compliance with the requirements of the following specification(s):
1. ASTM E 1886 and ASTM E 1996; or
2. AAMA 506.
R609.7 Anchorage methods. The methods cited in this section apply only to anchorage of window and glass door assemblies to the main force-resisting system.
R609.7.1 Anchoring requirements. Window and glass door assemblies shall be anchored in accordance with the published manufacturer's recommendations to achieve the design pressure specified. Substitute anchoring systems used for substrates not specified by the fenestration manufacturer shall provide equal or greater anchoring performance as demonstrated by accepted engineering practice.
R609.7.2 Anchorage details. Products shall be anchored in accordance with the minimum requirements illustrated in Figures R609.7.2(1), R609.7.2(2), R609.7.2(3), R609.7.2(4), R609.7.2(5), R609.7.2(6), R609.7.2(7) and R609.7.2(8).
R609.7.2.1 Masonry, concrete or other structural substrate. Where the wood shim or buck thickness is less than 11/2 inches (38 mm), window and glass door assemblies shall be anchored through the jamb, or by jamb clip and anchors shall be embedded directly into the masonry, concrete or other substantial substrate material. Anchors shall adequately transfer load from the window or door frame into the rough opening substrate [see Figures R609.7.2(1) and R6097.2(2)].
Where the wood shim or buck thickness is 11/2 inches (38 mm) or more, the buck is securely fastened to the masonry, concrete or other substantial substrate, and the buck extends beyond the interior face of the window or door frame, window and glass door assemblies shall be anchored through the jamb, or by jamb clip, or through the flange to the secured wood buck. Anchors shall be embedded into the secured wood buck to adequately transfer load from the window or door frame assembly [see Figures R609.7.2(3), R6097.2(4) and R609.7.2(5)].
R609.7.2.2 Wood or other approved framing material. Where the framing material is wood or other approved framing material, window and glass door assemblies shall be anchored through the frame, or by frame clip, or through the flange. Anchors shall be embedded into the frame construction to adequately transfer load [see Figures R609.7.2(6), R609.7.2(7) and R609.7.2(8)].

328

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

SHIM OR WOOD BUCK THICKNESS

WALL CONSTRUCTION
FRAME CLIP INSTALLATION

FIGURE R609.7.2(1) THROUGH THE FRAME

FIGURE R609.7.2(2) FRAME CLIP

TAPERED BUCKS ARE NOT ALLOWED

FRAME CLIP INSTALLATION

FIGURE R609.7.2(3) THROUGH THE FRAME

FIGURE R609.7.2(4) FRAME CLIP

2015 INTERNATIONAL RESIDENTIAL CODE®

329

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

FIGURE R609.7.2(5) THROUGH THE FLANGE

FIGURE R609.7.2(6) THROUGH THE FLANGE

FIGURE R609.7.2(7) FRAME CLIP

FIGURE R609.7.2(8) THROUGH THE FLANGE

330

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

R609.8 Mullions. Mullions shall be tested by an approved testing laboratory in accordance with AAMA 450, or be engineered in accordance with accepted engineering practice. Mullions tested as stand-alone units or qualified by engineering shall use performance criteria cited in Sections R609.8.1, R609.8.2 and R609.8.3. Mullions qualified by an actual test of an entire assembly shall comply with Sections R609.8.1 and R609.8.3.
R609.8.1 Load transfer. Mullions shall be designed to transfer the design pressure loads applied by the window and door assemblies to the rough opening substrate.
R609.8.2 Deflection. Mullions shall be capable of resisting the design pressure loads applied by the window and door assemblies to be supported without deflecting more than L/175, where L is the span of the mullion in inches.
R609.8.3 Structural safety factor. Mullions shall be capable of resisting a load of 1.5 times the design pressure loads applied by the window and door assemblies to be supported without exceeding the appropriate material stress levels. If tested by an approved laboratory, the 1.5 times the design pressure load shall be sustained for 10 seconds, and the permanent deformation shall not exceed 0.4 percent of the mullion span after the 1.5 times design pressure load is removed.
SECTION R610 STRUCTURAL INSULATED PANEL WALL
CONSTRUCTION
R610.1 General. Structural insulated panel (SIP) walls shall be designed in accordance with the provisions of this section. Where the provisions of this section are used to design structural insulated panel walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.
R610.2 Applicability limits. The provisions of this section shall control the construction of exterior structural insulated panel walls and interior load-bearing structural insulated panel walls for buildings not greater than 60 feet (18 288 mm) in

length perpendicular to the joist or truss span, not greater than 40 feet (12 192 mm) in width parallel to the joist or truss span and not greater than two stories in height with each wall not greater than 10 feet (3048 mm) high. Exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. Structural insulated panel walls constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed (Vult) is not greater than 155 miles per hour (69 m/s), Exposure B or 140 miles per hour (63 m/s) Exposure C, the ground snow load is not greater than 70 pounds per foot (3.35 kPa), and the seismic design category is A, B or C.
R610.3 Materials. SIPs shall comply with the following criteria:
R610.3.1 Core. The core material shall be composed of foam plastic insulation meeting one of the following requirements:
1. ASTM C 578 and have a minimum density of 0.90 pounds per cubic feet (14.4 kg/m3).
2. Polyurethane meeting the physical properties shown in Table R610.3.1.
3. An approved alternative.
All cores shall meet the requirements of Section R316.
R610.3.2 Facing. Facing materials for SIPs shall be wood structural panels conforming to DOC PS 1 or DOC PS 2, each having a minimum nominal thickness of 7/16 inch (11 mm) and shall meet the additional minimum properties specified in Table R610.3.2. Facing shall be identified by a grade mark or certificate of inspection issued by an approved agency.
R610.3.3 Adhesive. Adhesives used to structurally laminate the foam plastic insulation core material to the structural wood facers shall conform to ASTM D 2559 or approved alternative specifically intended for use as an adhesive used in the lamination of structural insulated panels. Each container of adhesive shall bear a label with the adhesive manufacturer's name, adhesive name and type and the name of the quality assurance agency.

TABLE R610.3.1 MINIMUM PROPERTIES FOR POLYURETHANE INSULATION USED AS SIPS CORE

PHYSICAL PROPERTY

POLYURETHANE

Density, core nominal (ASTM D 1622)

2.2 lb/ft3

Compressive resistance at yield or 10% deformation, whichever occurs first (ASTM D 1621)

19 psi (perpendicular to rise)

Flexural strength, min. (ASTM C 203)

30 psi

Tensile strength, min. (ASTM D 1623)

35 psi

Shear strength, min. (ASTM C 273)

25 psi

Substrate adhesion, min. (ASTM D 1623)

22 psi

Water vapor permeance of 1.00-in. thickness, max. (ASTM E 96)

2.3 perm

Water absorption by total immersion, max. (ASTM C 272)

4.3% (volume)

Dimensional stability (change in dimensions), max. [ASTM D 2126 (7 days at 158°F/100% humidity and 7 days at -20°F)]

For SI: 1 pound per cubic foot = 16.02 kg/m3, 1 pound per square inch = 6.895 kPa, °C = [(°F) - 32]1.8.

2015 INTERNATIONAL RESIDENTIAL CODE®

331

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R610.3.2 MINIMUM PROPERTIESa FOR ORIENTED STRAND BOARD FACER MATERIAL IN SIP WALLS

THICKNESS (in.)

PRODUCT

FLATWISE STIFFNESSb (lbf-in2/ft)

Along

Across

FLATWISE STRENGTHc (lbf-in/ft)

Along

Across

TENSIONc (lbf/ft)

Along

Across

DENSITYd (pcf)

7/16

Sheathing

55,600

16,500

1,040

460

7,450

5,800

For SI: 1 inch = 25.4 mm, 1 lbf-in2/ft = 9.415 × 10-6 kPa/m, 1 lbf-in/ft = 3.707 × 10-4 kN/m, 1 lbf/ft = 0.0146 N/mm, 1 pound per cubic foot = 16.018 kg/m3.

a. Values listed in Table R610.3.2 are qualification test values and are not to be used for design purposes.

b. Mean test value shall be in accordance with Section 7.6 of DOC PS 2.

c. Characteristic test value (5th percent with 75% confidence).

d. Density shall be based on oven-dry weight and oven-dry volume.

R610.3.4 Lumber. The minimum lumber framing material used for SIPs prescribed in this document is NLGA graded No. 2 Spruce-pine-fir. Substitution of other wood species/grades that meet or exceed the mechanical properties and specific gravity of No. 2 Spruce-pine-fir shall be permitted.
R610.3.5 SIP screws. Screws used for the erection of SIPs as specified in Section R610.5 shall be fabricated from steel, shall be provided by the SIP manufacturer and shall be sized to penetrate the wood member to which the assembly is being attached by not less than 1 inch (25 mm). The screws shall be corrosion resistant and have a minimum shank diameter of 0.188 inch (4.7 mm) and a minimum head diameter of 0.620 inch (15.5 mm).
R610.3.6 Nails. Nails specified in Section R610 shall be common or galvanized box unless otherwise stated.
R610.4 SIP wall panels. SIPs shall comply with Figure R610.4 and shall have minimum panel thickness in accordance with Tables R610.5(1) and R610.5(2) for above-grade walls. SIPs shall be identified by grade mark or certificate of inspection issued by an approved agency.
R610.4.1 Labeling. Panels shall be identified by grade mark or certificate of inspection issued by an approved agency. Each (SIP) shall bear a stamp or label with the following minimum information:
1. Manufacturer name/logo.
2. Identification of the assembly.
3. Quality assurance agency.
R610.5 Wall construction. Exterior walls of SIP construction shall be designed and constructed in accordance with the provisions of this section and Tables R610.5(1) and R610.5(2) and Figures R610.5(1) through R610.5(5). SIP walls shall be fastened to other wood building components in accordance with Tables R602.3(1) through R602.3(4).
Framing shall be attached in accordance with Table R602.3(1) unless otherwise provided for in Section R610.
R610.5.1 Top plate connection. SIP walls shall be capped with a double top plate installed to provide overlapping at corner, intersections and splines in accordance with Figure R610.5.1. The double top plates shall be made up of a single 2 by top plate having a width equal to the width of the panel core, and shall be recessed into the SIP below. Over this top plate a cap plate shall be placed. The cap plate width shall match the SIP thickness and overlap the facers on both sides of the panel. End joints in top plates shall be offset not less than 24 inches (610 mm).

R610.5.2 Bottom (sole) plate connection. SIP walls shall have full bearing on a sole plate having a width equal to the nominal width of the foam core. Where SIP walls are supported directly on continuous foundations, the wall wood sill plate shall be anchored to the foundation in accordance with Figure R610.5.2 and Section R403.1.
R610.5.3 Wall bracing. SIP walls shall be braced in accordance with Section R602.10. SIP walls shall be considered continuous wood structural panel sheathing for purposes of computing required bracing. SIP walls shall meet the requirements of Section R602.10.4.2 except that SIP corners shall be fabricated as shown in Figure R610.9. Where SIP walls are used for wall bracing, the SIP bottom plate shall be attached to wood framing below in accordance with Table R602.3(1).

FACING
ADHESIVE CORE

ADHESIVE FACING

FIGURE R610.4 SIP WALL PANEL

332

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R610.5(1) MINIMUM THICKNESS FOR SIP WALL SUPPORTING SIP OR LIGHT-FRAME ROOF ONLY (inches)a

BUILDING WIDTH (ft)

ULTIMATE DESIGN WIND SPEED Vult (mph)
Exp. B Exp. C

SNOW LOAD (psf)

Wall Height (feet)

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

110

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 6.5

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

115

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5

70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR

20 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR

130

110

30 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR 4.5 4.5 DR 50 4.5 4.5 DR 4.5 4.5 DR 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR

70 4.5 4.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR DR DR DR

20 4.5 6.5 DR 4.5 6.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR

140

120

30 4.5 6.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR 4.5 DR DR 50 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR

70 4.5 DR DR DR DR DR DR DR DR DR DR DR DR DR DR

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s. DR = design required. a. Design assumptions:
Maximum deflection criteria: L/240. Maximum roof dead load: 10 psf. Maximum roof live load: 70 psf. Maximum ceiling dead load: 5 psf. Maximum ceiling live load: 20 psf. Wind loads based on Table R301.2 (2). Strength axis of facing material applied vertically.

2015 INTERNATIONAL RESIDENTIAL CODE®

333

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

TABLE R610.5(2) MINIMUM THICKNESS FOR SIP WALL SUPPORTING SIP OR LIGHT-FRAME ONE STORY AND ROOF ONLY (inches)a

BUILDING WIDTH (ft)

ULTIMATE DESIGN WIND SPEED Vult (mph)
Exp. B Exp. C

SNOW LOAD (psf)

Wall Height (feet)

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR

110

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 6.5 DR 50 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR DR DR DR

70 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR DR DR DR DR DR DR

20 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR 4.5 DR DR

115

30 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR 50 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR 4.5 DR DR DR DR DR

70 4.5 4.5 DR 4.5 DR DR DR DR DR DR DR DR DR DR DR

20 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR 4.5 DR DR 4.5 DR DR

120

30 4.5 4.5 DR 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR DR DR DR 50 4.5 4.5 DR 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR

70 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR

20 4.5 6.5 DR 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR

130

110

30 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR 50 4.5 DR DR DR DR DR DR DR DR DR DR DR DR DR DR

70 DR DR DR DR DR DR DR DR DR DR DR DR DR DR DR

For SI: 1 Inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s. DR = Design required. a. Design assumptions:
Maximum deflection criteria: L/240. Maximum roof dead load: 10 psf. Maximum roof live load: 70 psf. Maximum ceiling dead load: 5 psf. Maximum ceiling live load: 20 psf. Maximum second-floor dead load: 10 psf. Maximum second-floor live load: 30 psf. Maximum second-floor dead load from walls: 10 psf. Maximum first-floor dead load: 10 psf. Maximum first-floor live load: 40 psf. Wind loads based on Table R301.2 (2). Strength axis of facing material applied vertically.

334

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SIP OR LIGHT FRAME ROOF
SEE FIGURE R610.5(3)

SIP WALL

FIRST STORY WALL HEIGHT 10 FT MAXIMUM
CONCRETE SLAB

For SI: 1 foot = 304.8 mm.

FIGURE R610.5(1) MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS

SIP OR LIGHT FRAME ROOF
SEE FIGURE R610.5(3)
SIP OR LIGHT FRAME WALL
SEE FIGURES R610.5(4) AND R610.5(5)
SIP WALL

SECOND STORY WALL HEIGHT 10 FT. MAXIMUM
SIP OR LIGHT FRAME FLOOR
SECOND STORY WALL HEIGHT 10 FT. MAXIMUM
CONCRETE SLAB

For SI: 1 foot = 304.8 mm.

FIGURE R610.5(2) MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS

2015 INTERNATIONAL RESIDENTIAL CODE®

335

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

PRE-ENGINEERED WOOD ROOF TRUSS
ATTACH PER CODE
CAP PLATE TOP PLATE

PRESSED METAL GUSSET PLATE
GAP/TOP PLATE CONNECTION IN ACCORDANCE WITH R602.3(1)

CONTINUOUS SEALANT EACH SIDE OF FRAMING AS RECOMMENDED BY MANUFACTURER
SIP WALL PANEL
For SI: 1 inch = 25.4 mm.

8d COMMON NAILS AT 6 IN. O.C. EACH SIDE
CONTINUOUS SEALANT
FIGURE R610.5(3) TRUSSED ROOF TO TOP PLATE CONNECTION

SIP WALL

SOLE PLATE CONNECTION IN ACCORDANCE WITH TABLE R602.3(1)

CONTINUOUS SEALANT EACH SIDE
2x SOLE PLATE MATCHING THE SIP
CORE THICKNESS 8d NAILS AT 6 IN. O.C. EACH SIDE
RIM BOARD CAP PLATE
8d NAILS AT 6 IN. O.C. EACH SIDE
CONTINUOUS SEALANT EACH SIDE

FLOOR SHEATHING AND FRAMING IN ACCORDANCE WITH SECTION R502
FLOOR JOIST
INSULATION TOP PLATE

For SI: 1 inch = 25.4 mm. Note: Figures illustrate SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and (2) as appropriate.
FIGURE R610.5(4) SIP WALL-TO-WALL PLATFORM FRAME CONNECTION

336

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

SIP WALL
CONTINUOUS SEALANT EACH SIDE
2x SOLE PLATE MATCHING THE SIP
CORE THICKNESS 8d NAILS AT 6 IN. O.C. EACH SIDE
8d NAILS AT 6 IN. O.C. EACH SIDE
CONTINUOUS SEALANT EACH SIDE

SOLE PLATE CONNECTION IN ACCORDANCE WITH TABLE R602.3(1)
CAP PLATE TO PLATE
FLOOR SHEATHING AND FRAMING IN ACCORDANCE WITH SECTION R502
FLOOR JOIST

For SI: 1 inch = 25.4 mm. Note: Figures illustrate SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and (2), as appropriate.
FIGURE R610.5(5) SIP WALL-TO-WALL BALLOON FRAME CONNECTION (I-Joist floor shown for Illustration only)

2x TOP PLATE RECESSED INTO THE SIP CORE, WIDTH EQUAL TO SIP CORE WIDTH

TOP PLATE CAP PLATE
SIP HEADER

2x KING STUD RECESSED INTO THE SIP CORE, WIDTH EQUAL TO SIP CORE WIDTH
2x TOP PLATE RECESSED INTO LOWER SIP
2x JACK STUD RECESSED INTO THE SIP CORE, WIDTH EQUAL TO SIP CORE WIDTH

For SI: 1 inch = 25.4 mm. Notes: 1. Top plates shall be continuous over header. 2. Lower 2x top plate shall have a width equal to the SIP core width and shall be recessed into the top edge of the panel. Cap plate shall be placed over the
recessed top plate and shall have a width equal to the SIPs width. 3. SIP facing surfaces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 6 inches on center. 4. Galvanized nails shall be hot-dipped or tumbled. Framing shall be attached in accordance to Section R602.3(1) unless otherwise provide for in Section R610.
FIGURE R610.5.1 SIP WALL FRAMING CONFIGURATION

2015 INTERNATIONAL RESIDENTIAL CODE®

337

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION
SIP WALL
2x SOLE PLATE MATCHING THE SIP CORE THICKNESS
8d NAILS AT 6 IN. O.C. EACH SIDE

CAPILLARY BREAK UNDER SOLE PLATE AND SIP FACING

CONCRETE OR MASONRY FOUNDATION WALL OR SLAB
ANCHOR BOLT EMBEDDED IN CONCRETE 6 FT O.C. MAX
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. FIGURE R610.5.2
SIP WALL TO CONCRETE SLAB FOR FOUNDATION WALL ATTACHMENT

R610.6 Interior load-bearing walls. Interior load-bearing walls shall be constructed as specified for exterior walls.
R610.7 Drilling and notching. The maximum vertical chase penetration in SIPs shall have a maximum side dimension of 2 inches (51 mm) centered in the panel. Vertical chases shall have a minimum spacing of 24 inches (610 mm) on center. A maximum of two horizontal chases shall be permitted in each wall panel--one at 14 inches (360 mm) plus or minus 2 inches (51 mm) from the bottom of the panel and one at 48 inches (1220 mm) plus or minus 2 inches (51 mm) from the bottom edge of the SIPs panel. Additional penetrations are permitted where justified by analysis.
R610.8 Connection. SIPs shall be connected at vertical inplane joints in accordance with Figure R610.8 or by other approved methods.

R610.9 Corner framing. Corner framing of SIP walls shall be constructed in accordance with Figure R610.9.
R610.10 Headers. SIP headers shall be designed and constructed in accordance with Table R610.10 and Figure R610.5.1. SIP headers shall be continuous sections without splines. Headers shall be not less than 117/8 inches (302 mm) deep. Headers longer than 4 feet (1219 mm) shall be constructed in accordance with Section R602.7.
R610.10.1 Wood structural panel box headers. Wood structural panel box headers shall be allowed where SIP headers are not applicable. Wood structural panel box headers shall be constructed in accordance with Figure R602.7.3 and Table R602.7.3.

338

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

FACING MATERIAL IN ACCORDANCE WITH SECTION R610.3.2

WALL CONSTRUCTION
EXPANSION GAP 1/8 IN.

8d NAIL AT 6 IN. O.C. EACH SIDE OF SIP
FACING MATERIAL IN ACCORDANCE WITH SECTION R610.3.2

8d NAIL AT 6 IN. O.C. EACH SIDE OF SIP SURFACE SPLINES SURFACE SPLINE CONNECTION
EXPANSION GAP 1/8 IN.

8d NAIL AT 6 IN. O.C. EACH SIDE OF SIP

8d NAIL AT 6 IN. O.C. EACH SIDE OF SIP BLOCK SPLINE
BLOCK SPLINE CONNECTION

For SI: 1 inch = 25.4 mm.

FIGURE R610.8 TYPICAL SIP CONNECTION DETAILS FOR VERTICAL IN-PLANE JOINTS

2015 INTERNATIONAL RESIDENTIAL CODE®

339

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL CONSTRUCTION

8d NAILS AT 6 IN. O.C. EACH SIDE

FACING

CONTINUOUS SEALANT EACH SIDE

SIP SCREW AT 24 IN. O.C.
CONTINUOUS SEALANT EACH SIDE

CORE
8d NAILS AT 6 IN. O.C. EACH SIDE

For SI: 1 inch = 25.4 mm.

FIGURE R610.9 SIP CORNER FRAMING DETAIL

TABLE R610.10 MAXIMUM SPANS FOR 117/8-INCH-DEEP SIP HEADERS (feet)a

LOAD CONDITION

SNOW LOAD (psf)

BUILDING width (feet)

Supporting roof only

N/A

30 Supporting roof and one-story
50

N/A

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. N/A = Not Applicable. a. Design assumptions:
Maximum deflection criterion: L/360. Maximum roof dead load: 10 psf. Maximum ceiling load: 5 psf. Maximum second-floor live load: 30 psf. Maximum second-floor dead load: 10 psf. Maximum second-floor dead load from walls: 10 psf.

340

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

CHAPTER 7
WALL COVERING

SECTION R701 GENERAL
R701.1 Application. The provisions of this chapter shall control the design and construction of the interior and exterior wall covering for buildings.
R701.2 Installation. Products sensitive to adverse weather shall not be installed until adequate weather protection for the installation is provided. Exterior sheathing shall be dry before applying exterior cover.
SECTION R702 INTERIOR COVERING
R702.1 General. Interior coverings or wall finishes shall be installed in accordance with this chapter and Table R702.1(1), Table R702.1(2), Table R702.1(3) and Table R702.3.5. Interior masonry veneer shall comply with the requirements of Section R703.7.1 for support and Section R703.7.4 for anchorage, except an airspace is not required. Interior finishes and materials shall conform to the flame spread and smokedevelopment requirements of Section R302.9.
R702.2 Interior plaster.
R702.2.1 Gypsum plaster. Gypsum plaster materials shall conform to ASTM C 5, C 22, C 28, C 35, C 59, C 61, C 587, C 631, C 847, C 933, C 1032 and C 1047, and shall be installed or applied in compliance with ASTM C 843 and C 844. Gypsum lath or gypsum base for veneer plaster shall conform to ASTM C 1396. Plaster shall be not less than three coats where applied over metal lath and not

less than two coats where applied over other bases permitted by this section, except that veneer plaster shall be applied in one coat not to exceed 3/16 inch (4.76 mm) thickness, provided the total thickness is in accordance with Table R702.1(1).
R702.2.2 Cement plaster. Cement plaster materials shall conform to ASTM C 91 (Type M, S or N), C 150 (Type I, II and III), C 595 [Type IP, I (PM), IS and I (SM), C 847, C 897, C 926, C 933, C 1032, C 1047 and C 1328, and shall be installed or applied in compliance with ASTM C 1063. Gypsum lath shall conform to ASTM C 1396. Plaster shall be not less than three coats where applied over metal lath and not less than two coats where applied over other bases permitted by this section, except that veneer plaster shall be applied in one coat not to exceed 3/16 inch (4.76 mm) thickness, provided the total thickness is in accordance with Table R702.1(1).
R702.2.2.1 Application. Each coat shall be kept in a moist condition for not less than 24 hours prior to application of the next coat.
Exception: Applications installed in accordance with ASTM C 926.
R702.2.2.2 Curing. The finish coat for two-coat cement plaster shall not be applied sooner than 48 hours after application of the first coat. For three-coat cement plaster, the second coat shall not be applied sooner than 24 hours after application of the first coat. The finish coat for three-coat cement plaster shall not be applied sooner than 48 hours after application of the second coat.

TABLE R702.1(1) THICKNESS OF PLASTER

PLASTER BASE
Expanded metal lath
Wire lath
Gypsum lathg Masonry wallsc Monolithic concrete wallsc, d Monolithic concrete ceilingsc, d Gypsum veneer basef, g
Gypsum sheathingg

FINISHED THICKNESS OF PLASTER FROM FACE OF LATH, MASONRY, CONCRETE (inches)

Gypsum Plaster

Cement Plaster

5/8, minimuma
5/8, minimuma
1/2, minimum 1/2, minimum 5/8, maximum 3/8, maximume 1/16, minimum
--

5/8, minimuma 3/4, minimum (interior)b 7/8, minimum (exterior)b 3/4, minimum (interior)b
1/2, minimum 7/8, maximum 1/2, maximum 3/4, minimum (interior)b 3/4, minimum (interior)b 7/8, minimum (exterior)b

For SI: 1 inch = 25.4 mm. a. Where measured from back plane of expanded metal lath, exclusive of ribs, or self-furring lath, plaster thickness shall be 3/4 inch minimum. b. Where measured from face of support or backing. c. Because masonry and concrete surfaces vary in plane, thickness of plaster need not be uniform. d. Where applied over a liquid bonding agent, finish coat shall be permitted to be applied directly to concrete surface. e. Approved acoustical plaster shall be permitted to be applied directly to concrete or over base coat plaster, beyond the maximum plaster thickness shown. f. Attachment shall be in accordance with Table R702.3.5. g. Where gypsum board is used as a base for cement plaster, a water-resistive barrier complying with Section R703.2 shall be provided.

2015 INTERNATIONAL RESIDENTIAL CODE®

341

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

R702.2.3 Support. Support spacing for gypsum or metal lath on walls or ceilings shall not exceed 16 inches (406 mm) for 3/8-inch-thick (9.5 mm) or 24 inches (610 mm) for 1/2-inch-thick (12.7 mm) plain gypsum lath. Gypsum lath shall be installed at right angles to support framing with end joints in adjacent courses staggered by not less than one framing space.
R702.3 Gypsum board and gypsum panel products.
R702.3.1 Materials. Gypsum board and gypsum panel product materials and accessories shall conform to ASTM C 22, C 475, C 514, C 1002, C 1047, C 1177, C 1178, C 1278, C 1396 or C 1658 and shall be installed in accordance with the provisions of this section. Adhesives for the installation of gypsum board and gypsum panel products shall conform to ASTM C 557.

R702.3.2 Wood framing. Wood framing supporting gypsum board and gypsum panel products shall be not less than 2 inches (51 mm) nominal thickness in the least dimension except that wood furring strips not less than 1-inch by 2inch (25 mm by 51 mm) nominal dimension shall be permitted to be used over solid backing or framing spaced not more than 24 inches (610 mm) on center.
R702.3.3 Cold-formed steel framing. Cold-formed steel framing supporting gypsum board and gypsum panel products shall be not less than 11/4 inches (32 mm) wide in the least dimension. Nonload-bearing cold-formed steel framing shall comply with AISI S220 and ASTM C645, Section 10. Load-bearing cold-formed steel framing shall comply with AISI S200 and ASTM C 955, Section 8.

NUMBER
Two-coat work Three-coat work

COAT
Base coat Base coat First coat Second coat First and second coats

TABLE R702.1(2) GYPSUM PLASTER PROPORTIONSa

PLASTER BASE OR LATH

MAXIMUM VOLUME AGGREGATE PER 100 POUNDS NEAT PLASTERb (cubic feet)

Damp Loose Sanda

Perlite or Vermiculitec

Gypsum lath

2.5

Masonry

Lath

Masonry

For SI: 1 inch = 25.4 mm, 1 cubic foot = 0.0283 m3, 1 pound = 0.454 kg. a. Wood-fibered gypsum plaster shall be mixed in the proportions of 100 pounds of gypsum to not more than 1 cubic foot of sand where applied on masonry or
concrete. b. Where determining the amount of aggregate in set plaster, a tolerance of 10 percent shall be allowed. c. Combinations of sand and lightweight aggregate shall be permitted to be used, provided the volume and weight relationship of the combined aggregate to
gypsum plaster is maintained. d. If used for both first and second coats, the volume of aggregate shall be permitted to be 2.5 cubic feet. e. Where plaster is 1 inch or more in total thickness, the proportions for the second coat may be increased to 3 cubic feet.

TABLE R702.1(3) CEMENT PLASTER PROPORTIONS, PARTS BY VOLUME

COAT

CEMENT PLASTER
TYPE

Portland Cement Type I, II or III or Blended Cement Type IP, I (PM), IS or
I (SM)

CEMENTITIOUS MATERIALS

Plastic Cement

Masonry Cement Type M, S or N

Lime

VOLUME OF AGGREGATE PER SUM OF SEPARATE
VOLUMES OF CEMENTITIOUS
MATERIALSb

Portland or blended

First

Masonry

Plastic

Portland or blended

Second

Masonry

3/4 - 11/2a

21/2 - 4

3/4 - 11/2

3 - 5

Plastic

3 - 5

Portland or blended

3/4 - 2

11/2 - 3

Finish

Masonry

11/2 - 3

Plastic

11/2 - 3

For SI: 1 inch = 25.4 mm, 1 pound = 0.454 kg. a. Lime by volume of 0 to 3/4 shall be used where the plaster will be placed over low-absorption surfaces such as dense clay tile or brick. b. The same or greater sand proportion shall be used in the second coat than used in the first coat.

342

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

R702.3.4 Insulating concrete form walls. Foam plastics for insulating concrete form walls constructed in accordance with Sections R404.1.2 and R608 on the interior of habitable spaces shall be protected in accordance with Section R316.4. Use of adhesives in conjunction with mechanical fasteners is permitted. Adhesives used for interior and exterior finishes shall be compatible with the insulating form materials.
R702.3.5 Application. Supports and fasteners used to attach gypsum board and gypsum panel products shall com-

ply with Table R702.3.5. Gypsum sheathing shall be attached to exterior walls in accordance with Table R602.3(1). Gypsum board and gypsum panel products shall be applied at right angles or parallel to framing members. All edges and ends of gypsum board and gypsum panel products shall occur on the framing members, except those edges and ends that are perpendicular to the framing members. Interior gypsum board shall not be installed where it is directly exposed to the weather or to water.

TABLE R702.3.5 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD AND GYPSUM PANEL PRODUCTS

THICKNESS OF GYPSUM
BOARD OR GYPSUM PANEL
PRODUCTS (inches)

APPLICATION

Ceilingd

3/8

Wall

Ceiling

1/2

Ceilingd Wall

Wall

Ceiling

Type X at

5/8

garage ceiling beneath

habitable rooms

Wall

3/8

Ceilingd Wall

ORIENTATION OF GYPSUM BOARD OR
GYPSUM PANEL PRODUCTS TO
FRAMING
Perpendicular Either direction Either direction Perpendicular Either direction Either direction Either direction
Perpendicular
Perpendicular
Either direction
Either direction
Perpendicular Either direction

MAXIMUM SPACING OF

MAXIMUM SPACING OF FASTENERS (inches)

FRAMING

MEMBERS (inches o.c.)

Nailsa

Screwsb

SIZE OF NAILS FOR APPLICATION TO WOOD FRAMINGc

Application without adhesive

13 gage, 11/4 long, 19/64 head; 0.098 diameter, 11/4 long, annular-ringed; or 4d cooler nail, 0.080 diameter, 13/8 long, 7/32 head. 13 gage, 13/8 long, 19/64 head; 0.098 diameter, 11/4 long, annular-ringed; 5d cooler nail, 0.086 diameter, 15/8 long, 15/64 head; or gypsum board nail, 0.086 diameter, 1 5/8 long, 9/32 head.
13 gage, 15/8 long, 19/64 head; 0.098 diameter, 13/8 long, annular-ringed; 6d cooler nail, 0.092 diameter, 17/8 long, 1/4 head; or gypsum board nail, 0.0915 diameter, 17/8 long, 19/64 head.
17/8 long 6d coated nails or equivalent drywall screws. Screws shall comply with Section R702.3.5.1

Application with adhesive

13 gage, 15/8 long, 19/64 head; 0.098 diameter, 13/8 long, annular-ringed; 6d cooler nail, 0.092 diameter, 17/8 long, 1/4 head; or gypsum board nail, 0.0915 diameter, 17/8 long, 19/64 head.
Same as above for 3/8 gypsum board and gypsum panel products.

Ceiling

Either direction

1/2 or 5/8

Ceilingd

Perpendicular

Wall

Either direction

Two

Ceiling

Perpendicular

3/8 layers

Wall

Either direction

Same as above for 1/2 and 5/8 gypsum board and gypsum panel products, respectively.

16 Base ply nailed as above for 1/2 gypsum board

and gypsum panel products; face ply installed

24 with adhesive.

For SI: 1 inch = 25.4 mm.
a. For application without adhesive, a pair of nails spaced not less than 2 inches apart or more than 21/2 inches apart shall be permitted to be used with the pair of nails spaced 12 inches on center.
b. Screws shall be in accordance with Section R702.3.6. Screws for attaching gypsum board or gypsum panel products to structural insulated panels shall penetrate the wood structural panel facing not less than 7/16 inch.
c. Where cold-formed steel framing is used with a clinching design to receive nails by two edges of metal, the nails shall be not less than 5/8 inch longer than the gypsum board or gypsum panel product thickness and shall have ringed shanks. Where the cold-formed steel framing has a nailing groove formed to receive the nails, the nails shall have barbed shanks or be 5d, 131/2 gage, 15/8 inches long, 15/64-inch head for 1/2-inch gypsum board or gypsum panel product; and 6d, 13 gage, 17/8 inches long, 15/64-inch head for 5/8-inch gypsum board or gypsum panel product.
d. Three-eighths-inch-thick single-ply gypsum board or gypsum panel product shall not be used on a ceiling where a water-based textured finish is to be applied,
or where it will be required to support insulation above a ceiling. On ceiling applications to receive a water-based texture material, either hand or spray
applied, the gypsum board or gypsum panel product shall be applied perpendicular to framing. Where applying a water-based texture material, the minimum gypsum board thickness shall be increased from 3/8 inch to 1/2 inch for 16-inch on center framing, and from 1/2 inch to 5/8 inch for 24-inch on center framing or 1/2-inch sag-resistant gypsum ceiling board shall be used.

2015 INTERNATIONAL RESIDENTIAL CODE®

343

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

R702.3.5.1 Screw fastening. Screws for attaching gypsum board and gypsum panel products to wood framing shall be Type W or Type S in accordance with ASTM C 1002 and shall penetrate the wood not less than 5/8 inch (15.9 mm). Gypsum board and gypsum panel products shall be attached to cold-formed steel framing with minimum No. 6 screws. Screws for attaching gypsum board and gypsum panel products to cold-formed steel framing less than 0.033 inch (1 mm) thick shall be Type S in accordance with ASTM C 1002 or bugle head style in accordance with ASTM C 1513 and shall penetrate the steel not less than 3/8 inch (9.5 mm). Screws for attaching gypsum board and gypsum panel products to coldformed steel framing 0.033 inch to 0.112 inch (1 mm to 3 mm) thick shall be in accordance with ASTM C 954 or bugle head style in accordance with ASTM C 1513. Screws for attaching gypsum board and gypsum panel products to structural insulated panels shall penetrate the wood structural panel facing not less than 7/16 inch (11.1 mm).
R702.3.6 Horizontal gypsum board diaphragm ceilings. Gypsum board and gypsum panel products shall be permitted on wood joists to create a horizontal diaphragm in accordance with Table R702.3.6. Gypsum board and gypsum panel products shall be installed perpendicular to ceiling framing members. End joints of adjacent courses of board and panels shall not occur on the same joist. The maximum allowable diaphragm proportions shall be 11/2:1 between shear resisting elements. Rotation or cantilever conditions shall not be permitted. Gypsum board or gypsum panel products shall not be used in diaphragm ceilings to resist lateral forces imposed by masonry or concrete construction. Perimeter edges shall be blocked using wood members not less than 2-inch by 6-inch (51 mm by 152 mm) nominal dimension. Blocking material shall be installed flat over the top plate of the wall to provide a nailing surface not less than 2 inches (51 mm) in width for the attachment of the gypsum board or gypsum panel product.
R702.3.7 Water-resistant gypsum backing board. Gypsum board used as the base or backer for adhesive application of ceramic tile or other required nonabsorbent finish material shall conform to ASTM C 1396, C 1178 or C 1278. Use of water-resistant gypsum backing board shall be per-

mitted on ceilings. Water-resistant gypsum board shall not be installed over a Class I or II vapor retarder in a shower or tub compartment. Cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufacturer.

R702.3.7.1 Limitations. Water-resistant gypsum backing board shall not be used where there will be direct exposure to water, or in areas subject to continuous high humidity.

R702.4 Ceramic tile.

R702.4.1 General. Ceramic tile surfaces shall be installed in accordance with ANSI A108.1, A108.4, A108.5, A108.6, A108.11, A118.1, A118.3, A136.1 and A137.1.

R702.4.2 Backer boards. Materials used as backers for wall tile in tub and shower areas and wall panels in shower areas shall be of materials listed in Table R702.4.2, and installed in accordance with the manufacturer's recommendations.

TABLE R702.4.2 BACKER BOARD MATERIALS

MATERIAL

STANDARD

Glass mat gypsum backing panel

ASTM C 1178

Fiber-reinforced gypsum panels

ASTM C 1278

Nonasbestos fiber-cement backer board

ASTM C 1288 or ISO 8336, Category C

Nonasbestos fiber mat reinforced cementitious backer units

ASTM C 1325

R702.5 Other finishes. Wood veneer paneling and hardboard paneling shall be placed on wood or cold-formed steel framing spaced not more than 16 inches (406 mm) on center. Wood veneer and hard board paneling less than 1/4-inch (6 mm) nominal thickness shall not have less than a 3/8-inch (10 mm) gypsum board or gypsum panel product backer. Wood veneer paneling not less than 1/4-inch (6 mm) nominal thickness shall conform to ANSI/HPVA HP-1. Hardboard paneling shall conform to CPA/ANSI A135.5.
R702.6 Wood shakes and shingles. Wood shakes and shingles shall conform to CSSB Grading Rules for Wood Shakes and Shingles and shall be permitted to be installed directly to the studs with maximum 24 inches (610 mm) on-center spacing.

TABLE R702.3.6 SHEAR CAPACITY FOR HORIZONTAL WOOD-FRAMED GYPSUM BOARD DIAPHRAGM CEILING ASSEMBLIES

MATERIAL

THICKNESS OF MATERIAL (min.) (inch)

SPACING OF FRAMING MEMBERS
(max.) (inch)

SHEAR VALUEa, b (plf of ceiling)

MINIMUM FASTENER SIZEc, d

Gypsum board or gypsum panel product

1/2

Gypsum board or gypsum panel product

1/2

16 o.c. 24 o.c.

5d cooler or wallboard nail;

15/8-inch long; 0.086-inch shank;

15/64-inch head

5d cooler or wallboard nail;

15/8-inch long; 0.086-inch shank;

15/64-inch head

For SI: 1 inch = 25.4 mm, 1 pound per linear foot = 1.488 kg/m.
a. Values are not cumulative with other horizontal diaphragm values and are for short-term loading caused by wind or seismic loading. Values shall be reduced 25 percent for normal loading.
b. Values shall be reduced 50 percent in Seismic Design Categories D0, D1, D2 and E. c. 11/4-inch, No. 6 Type S or W screws shall be permitted to be substituted for the listed nails. d. Fasteners shall be spaced not more than 7 inches on center at all supports, including perimeter blocking, and not less than 3/8 inch from the edges and ends of
the gypsum board.

344

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

R702.6.1 Attachment. Nails, staples or glue are permitted for attaching shakes or shingles to the wall, and attachment of the shakes or shingles directly to the surface shall be permitted provided the fasteners are appropriate for the type of wall surface material. Where nails or staples are used, two fasteners shall be provided and shall be placed so that they are covered by the course above.

R702.6.2 Furring strips. Where furring strips are used, they shall be 1 inch by 2 inches or 1 inch by 3 inches (25 mm by 51 mm or 25 mm by 76 mm), spaced a distance on center equal to the desired exposure, and shall be attached to the wall by nailing through other wall material into the studs.

R702.7 Vapor retarders. Class I or II vapor retarders are required on the interior side of frame walls in Climate Zones 5, 6, 7, 8 and Marine 4.

Exceptions:

1. Basement walls.

2. Below-grade portion of any wall.

3. Construction where moisture or its freezing will not damage the materials.

R702.7.1 Class III vapor retarders. Class III vapor retarders shall be permitted where any one of the conditions in Table R702.7.1 is met.

TABLE R702.7.1 CLASS III VAPOR RETARDERS

CLIMATE ZONE

CLASS III VAPOR RETARDERS PERMITTED FOR:a

Vented cladding over wood structural panels.

Vented cladding over fiberboard.

Marine 4

Vented cladding over gypsum.

Continuous insulation with R-value 2.5 over 2 × 4 wall.

Continuous insulation with R-value 3.75 over 2 × 6 wall.

Vented cladding over wood structural panels.

Vented cladding over fiberboard.

5 Vented cladding over gypsum.

Continuous insulation with R-value 5 over 2 × 4 wall.

Continuous insulation with R-value 7.5 over 2 × 6 wall.

Vented cladding over fiberboard.

Vented cladding over gypsum. 6
Continuous insulation with R-value 7.5 over 2 × 4 wall.

Continuous insulation with R-value 11.25 over 2 × 6 wall.

Continuous insulation with R-value 10 over 2 × 4 wall. 7 and 8
Continuous insulation with R-value 15 over 2 × 6 wall.

For SI: 1 pound per cubic foot = 16 kg/m3.
a. Spray foam with a maximum permeance of 1.5 perms at the installed thickness, applied to the interior cavity side of wood structural panels, fiberboard, insulating sheathing or gypsum is deemed to meet the continuous insulation requirement where the spray foam R-value meets or exceeds the specified continuous insulation R-value.

R702.7.2 Material vapor retarder class. The vapor retarder class shall be based on the manufacturer's certified testing or a tested assembly.

The following shall be deemed to meet the class specified:
Class I: Sheet polyethylene, unperforated aluminum foil.
Class II: Kraft-faced fiberglass batts.
Class III: Latex or enamel paint.
R702.7.3 Minimum clear airspaces and vented openings for vented cladding. For the purposes of this section, vented cladding shall include the following minimum clear airspaces. Other openings with the equivalent vent area shall be permitted.
1. Vinyl lap or horizontal aluminum siding applied over a weather-resistive barrier as specified in Table R703.3(1).
2. Brick veneer with a clear airspace as specified in Table R703.8.4.
3. Other approved vented claddings.
SECTION R703 EXTERIOR COVERING
R703.1 General. Exterior walls shall provide the building with a weather-resistant exterior wall envelope. The exterior wall envelope shall include flashing as described in Section R703.4.
Exception: Log walls designed and constructed in accordance with the provisions of ICC 400.
R703.1.1 Water resistance. The exterior wall envelope shall be designed and constructed in a manner that prevents the accumulation of water within the wall assembly by providing a water-resistant barrier behind the exterior veneer as required by Section R703.2 and a means of draining to the exterior water that enters the assembly. Protection against condensation in the exterior wall assembly shall be provided in accordance with Section R702.7 of this code.
Exceptions:
1. A weather-resistant exterior wall envelope shall not be required over concrete or masonry walls designed in accordance with Chapter 6 and flashed in accordance with Section R703.4 or R703.8.
2. Compliance with the requirements for a means of drainage, and the requirements of Sections R703.2 and R703.4, shall not be required for an exterior wall envelope that has been demonstrated to resist wind-driven rain through testing of the exterior wall envelope, including joints, penetrations and intersections with dissimilar materials, in accordance with ASTM E 331 under the following conditions:
2.1. Exterior wall envelope test assemblies shall include at least one opening, one control joint, one wall/eave interface and one wall sill. All tested openings and penetrations shall be representative of the intended end-use configuration.

2015 INTERNATIONAL RESIDENTIAL CODE®

345

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

2.2. Exterior wall envelope test assemblies shall be at least 4 feet by 8 feet (1219 mm by 2438 mm) in size.
2.3. Exterior wall assemblies shall be tested at a minimum differential pressure of 6.24 pounds per square foot (299 Pa).
2.4. Exterior wall envelope assemblies shall be subjected to the minimum test exposure for a minimum of 2 hours.
The exterior wall envelope design shall be considered to resist wind-driven rain where the results of testing indicate that water did not penetrate control joints in the exterior wall envelope, joints at the perimeter of openings penetration or intersections of terminations with dissimilar materials.
R703.1.2 Wind resistance. Wall coverings, backing materials and their attachments shall be capable of resisting wind loads in accordance with Tables R301.2(2) and R301.2(3). Wind-pressure resistance of the siding and backing materials shall be determined by ASTM E 330 or other applicable standard test methods. Where wind-pressure resistance is determined by design analysis, data from approved design standards and analysis conforming to generally accepted engineering practice shall be used to evaluate the siding and backing material and its fastening. All applicable failure modes including bending rupture of siding, fastener withdrawal and fastener head pull-through shall be considered in the testing or design analysis. Where the wall covering and the backing material resist wind load as an assembly, use of the design capacity of the assembly shall be permitted.
R703.2 Water-resistive barrier. One layer of No. 15 asphalt felt, free from holes and breaks, complying with ASTM D 226 for Type 1 felt or other approved water-resistive barrier shall be applied over studs or sheathing of all exterior walls. Such felt or material shall be applied horizontally, with the upper layer lapped over the lower layer not less than 2 inches (51 mm). Where joints occur, felt shall be lapped not less than 6 inches (152 mm). The felt or other approved material shall be continuous to the top of walls and terminated at penetrations and building appendages in a manner to meet the requirements of the exterior wall envelope as described in Section R703.1. The water-resistive barrier is not required for detached accessory buildings.
R703.3 Nominal thickness and attachments. The nominal thickness and attachment of exterior wall coverings shall be in accordance with Table R703.3(1), the wall covering material requirements of this section, and the wall covering manufacturer's installation instructions. Cladding attachment over foam sheathing shall comply with the additional requirements and limitations of Sections R703.15 through R703.17. Nominal material thicknesses in Table R703.3(1) are based on a

maximum stud spacing of 16 inches (406 mm) on center. Where specified by the siding manufacturer's instructions and supported by a test report or other documentation, attachment to studs with greater spacing is permitted. Fasteners for exterior wall coverings attached to wood framing shall be in accordance with Section R703.3.2 and Table R703.3(1). Exterior wall coverings shall be attached to cold-formed steel light frame construction in accordance with the cladding manufacturer's installation instructions, the requirements of Table R703.3(1) using screw fasteners substituted for the nails specified in accordance with Table R703.3(2), or an approved design.

TABLE R703.3(2) SCREW FASTENER SUBSTITUTION FOR SIDING ATTACHMENT TO COLD-FORMED STEEL LIGHT FRAME
CONSTRUCTIONa, b, c, d, e

NAIL DIAMETER PER TABLE R703.3(1)

MINIMUM SCREW FASTENER SIZE

0.099 0.113 0.120

No. 6 No. 7 No. 8

For SI: 1 inch = 25.4 mm a. Screws shall comply with ASTM C 1513 and shall penetrate a minimum
of three threads through minimum 33 mil (20 gage) cold-formed steel frame construction.
b. Screw head diameter shall be not less than the nail head diameter required by Table R703.3(1).
c. Number and spacing of screw fasteners shall comply with Table R703.3(1).
d. Pan head, hex washer head, modified truss head or other screw head types with a flat attachment surface under the head shall be used for vinyl siding attachment.
e. Aluminum siding shall not be fastened directly to cold-formed steel light frame construction.

R703.3.1 Wind limitations. Where the design wind pressure exceeds 30 psf or where the limits of Table R703.3.1 are exceeded, the attachment of wall coverings shall be designed to resist the component and cladding loads specified in Table R301.2(2), adjusted for height and exposure in accordance with Table R301.2(3). For the determination of wall covering attachment, component and cladding loads shall be determined using an effective wind area of 10 square feet (0.93 m2).

TABLE R703.3.1 LIMITS FOR ATTACHMENT PER TABLE R703.3(1)

MAXIMUM MEAN ROOF HEIGHT

Ultimate Wind Speed

Exposure

(mph 3-second gust)

115

120

130

140

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. NL = Not limited by Table R703.3.1, DR = Design required.

346

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

SIDING MATERIAL
Anchored veneer: brick, concrete, masonry or stone (see Section R703.8)

TABLE R703.3(1) SIDING MINIMUM ATTACHMENT AND MINIMUM THICKNESS

TYPE OF SUPPORTS FOR THE SIDING MATERIAL AND FASTENERS

NOMINAL THICKNESS
(inches)

JOINT TREATMENT

Wood or wood structural panel

sheathing

into stud

Fiberboard sheathing into stud

Gypsum sheathing into stud

Foam plastic
sheathing into studl

Direct to studs

Number or spacing of fasteners

Section R703.8

Adhered veneer: concrete, stone or masonry (see Section R703.12)

Section R703.12

Panel siding

(see Section

R703.10.1) Fiber cement

siding

Lap siding (see

Section

R703.10.2)

Hardboard panel siding (see Section R703.3)

Hardboard lap siding (see Section R703.3)

Horizontal aluminuma

Without insulation
With insulation

5/16 5/16 7/16 7/16 0.019b 0.024 0.019

4d common

Section 6d common 6d common 6d common 6d common R703.10.1 (2 × 0.113) (2 × 0.113) (2 × 0.113) (2 × 0.113)

(11/2 ×

0.099)

6 panel edges 12
inter. sup.

6d common Section 6d common 6d common 6d common 6d common (2 × 0.113) R703.10.2 (2 × 0.113) (2 × 0.113) (2 × 0.113) (2 × 0.113) or 11 gage
roofing nail

Note f

0.120 nail 0.120 nail 0.120 nail 0.120 nail 0.120 nail 6 panel
-- (shank) with (shank) with (shank) with (shank) with (shank) with edges 12 0.225 head 0.225 head 0.225 head 0.225 head 0.225 head inter. sup.d

Note e

0.099 nail 0.099 nail 0.099 nail 0.099 nail 0.099 nail Same as stud
(shank) with (shank) with (shank) with (shank) with (shank) with spacing 2 0.240 head 0.240 head 0.240 head 0.240 head 0.240 head per bearing

Lap

Siding nail 11/2 × 0.120

Siding nail 2 × 0.120

Siding nailh 11/2 × 0.120

Not allowed

Lap

Siding nail 11/2 × 0.120

Siding nail 2 × 0.120

Siding nailh 11/2 × 0.120

Not allowed

Same as stud
spacing

Lap

Siding nail 11/2 × 0.120

Siding nail 21/2 × 0.120

Siding nailh 11/2 × 0.120

Siding nail 11/2 × 0.120

Insulated vinyl sidingj Particleboard panels Polypropylene sidingk

16 inches on

center or

0.035 (vinyl siding layer only)

Lap

0.120 nail 0.120 nail 0.120 nail 0.120 nail

(shank) with (shank) with (shank) with (shank) with

a 0.313 head a 0.313 head a 0.313 head a 0.313 head

or 16-gage or 16-gage or 16-gage Section

crownh, i

crownh

crownh R703.11.2

Not allowed

specified by manufacturer instructions,
test report or other

sections of

this code

3/8

6d box nail 6d box nail 6d box nail 6d box nail

Not

(2 × 0.099) (2 × 0.099) (2 × 0.099) (2 × 0.099) allowed

1/2

6d box nail 6d box nail 6d box nail 6d box nail 6d box nail 6 panel (2 × 0.099) (2 × 0.099) (2 × 0.099) (2 × 0.099) (2 × 0.099) edges 12

5/8

6d box nail (2 × 0.099)

8d box nail (21/2 × 0.113)

6d box nail 6d box nail (2 × 0.099) (2 × 0.099)

inter. sup.

Not applicable

Lap

Section 703.14.1

Not allowed

As specified by the
manufacturer instructions, test report
or other sections of this code

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

347

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

TABLE R703.3(1)--continued SIDING MINIMUM ATTACHMENT AND MINIMUM THICKNESS

SIDING MATERIAL
Steelc
Vinyl siding (see Section R703.11)

TYPE OF SUPPORTS FOR THE SIDING MATERIAL AND FASTENERS

NOMINAL THICKNESS
(inches)

JOINT TREATMENT

Wood or wood structural
panel sheathing

into stud

Fiberboard sheathing into stud

Gypsum sheathing into stud

Foam plastic
sheathing into studl

Direct to studs

Number or spacing of fasteners

29 ga. 0.035

Siding nail Siding nail Siding nail Siding nail

Lap

(13/4 × 0.113)

(23/4 × 0.113)

(21/2 × 0.113)

(13/4 x 0.113)

Not

Same as

allowed stud spacing

Staple13/4 Staple21/2 Staple21/4 Staple13/4

Lap

0.120 nail
(shank) with a 0.313 head
or 16-gage
staple with 3/8- to 1/2-inch
crownh, i

0.120 nail
(shank) with a 0.313 head
or 16-gage
staple with 3/8- to 1/2-inch
crownh

0.120 nail (shank) with
a 0.313 head or 16- gage staple with 3/8- to 1/2-inch crownh

0.120 nail (shank) with a 0.313 head
Section R703.11.2

Not allowed

16 inches on center or as specified
by the manufacturer instructions or
test report

Wood rustic, drop
Wood siding Shiplap (see Section R703.3) Bevel
Butt tip

3/8 min.
19/32 average
7/16
3/16

Lap Lap

Face nailing

6d box or siding nail (2 × 0.099)

8d box or
siding nail (21/2 × 0.113) Staple2

up to 6 widths, 1 nail per bearing;
8 widths and over,
2 nails

Lap

per bearing

Wood structural panel ANSI/APA PRP-210 siding (exterior grade) (see Section R703.3)

3/8 1/2

Note e

2 × 0.099 21/2 × 0.113 21/2 × 0.113 21/2 × 0.113 2 × 0.099 siding nail siding nail siding nail siding nail siding nail

6 panel edges 12 inter. sup.

Wood structural panel lap siding (see Section R703.3)

3/8 1/2

Note e Note g

2 × 0.099 21/2 × 0.113 21/2 × 0.113 21/2 × 0.113 2 × 0.099 8 along siding nail siding nail siding nail siding nail siding nail bottom edge

For SI: 1 inch = 25.4 mm.
a. Aluminum nails shall be used to attach aluminum siding. b. Aluminum (0.019 inch) shall be unbacked only where the maximum panel width is 10 inches and the maximum flat area is 8 inches. The tolerance for
aluminum siding shall be +0.002 inch of the nominal dimension.
c. Shall be of approved type. d. Where used to resist shear forces, the spacing must be 4 inches at panel edges and 8 inches on interior supports. e. Vertical end joints shall occur at studs and shall be covered with a joint cover or shall be caulked. f. Face nailing: one 6d common nail through the overlapping planks at each stud. Concealed nailing: one 11-gage 11/2 -inch-long galv. roofing nail through the
top edge of each plank at each stud in accordance with the manufacturer's installation instructions. g. Vertical joints, if staggered, shall be permitted to be away from studs if applied over wood structural panel sheathing. h. Minimum fastener length must be sufficient to penetrate sheathing other nailable substrate and framing a total of a minimum of 11/4 inches or in accordance
with the manufacturer's installation instructions.
i. Where specified by the manufacturer's instructions and supported by a test report, fasteners are permitted to penetrate into or fully through nailable sheathing or other nailable substrate of minimum thickness specified by the instructions or test report, without penetrating into framing.
j. Insulated vinyl siding shall comply with ASTM D 7793. k. Polypropylene siding shall comply with ASTM D 7254.
l. Cladding attachment over foam sheathing shall comply with the additional requirements and limitations of Sections R703.15, R703.16 and R703.17.

348

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

R703.3.2 Fasteners. Exterior wall coverings shall be securely fastened with aluminum, galvanized, stainless steel or rust-preventative coated nails or staples in accordance with Table R703.3(1) or with other approved corrosion-resistant fasteners in accordance with the wall covering manufacturer's installation instructions. Nails and staples shall comply with ASTM F 1667. Nails shall be T-head, modified round head, or round head with smooth or deformed shanks. Staples shall have a minimum crown width of 7/16 inch (11.1 mm) outside diameter and be manufactured of minimum 16-gage wire. Where fiberboard, gypsum, or foam plastic sheathing backing is used, nails or staples shall be driven into the studs. Where wood or wood structural panel sheathing is used, fasteners shall be driven into studs unless otherwise permitted to be driven into sheathing in accordance with either the siding manufacturer's installation instructions or Table R703.3.2.
R703.3.3 Minimum fastener length and penetration. Fasteners shall have the greater of the minimum length specified in Table R703.3(1) or as required to provide a minimum penetration into framing as follows:
1. Fasteners for horizontal aluminum siding, steel siding, particleboard panel siding, wood structural panel siding in accordance with ANSI/APA-PRP 210, fiber-cement panel siding and fiber-cement lap siding installed over foam plastic sheathing shall penetrate not less than 11/2 inches (38 mm) into framing or shall be in accordance with the manufacturer's installation instructions.
2. Fasteners for hardboard panel and lap siding shall penetrate not less than 11/2 inches (38 mm) into framing.
3. Fasteners for vinyl siding and insulated vinyl siding installed over wood or wood structural panel sheathing shall penetrate not less than 11/4 inches (32 mm) into sheathing and framing combined. Vinyl siding and insulated vinyl siding shall be permitted to be installed with fasteners penetrating into or through wood or wood structural sheathing of minimum thickness as specified by the manufacturer's instructions or test report, with or without penetration into the framing. Where the fastener penetrates fully through the sheathing, the end of the fastener shall extend not less than 1/4 inch (6.4 mm) beyond the opposite face of the sheathing. Fasteners for vinyl siding and insulated vinyl siding installed over foam plastic sheathing shall be in accordance with Section

R703.11.2. Fasteners for vinyl siding and insulated vinyl siding installed over fiberboard or gypsum sheathing shall penetrate not less than 11/4 inches (32 mm) into framing.
4. Fasteners for vertical or horizontal wood siding shall penetrate not less than 11/2 inches (38 mm) into studs, studs and wood sheathing combined, or blocking.
5. Fasteners for siding material installed over foam plastic sheathing shall have sufficient length to accommodate foam plastic sheathing thickness and to penetrate framing or sheathing and framing combined, as specified in Items 1 through 4.
R703.4 Flashing. Approved corrosion-resistant flashing shall be applied shingle-fashion in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural framing components. Self-adhered membranes used as flashing shall comply with AAMA 711. Fluid-applied membranes used as flashing in exterior walls shall comply with AAMA 714. The flashing shall extend to the surface of the exterior wall finish. Approved corrosion-resistant flashings shall be installed at the following locations:
1. Exterior window and door openings. Flashing at exterior window and door openings shall extend to the surface of the exterior wall finish or to the water-resistive barrier complying with Section 703.2 for subsequent drainage. Mechanically attached flexible flashings shall comply with AAMA 712. Flashing at exterior window and door openings shall be installed in accordance with one or more of the following:
1.1. The fenestration manufacturer's installation and flashing instructions, or for applications not addressed in the fenestration manufacturer's instructions, in accordance with the flashing manufacturer's instructions. Where flashing instructions or details are not provided, pan flashing shall be installed at the sill of exterior window and door openings. Pan flashing shall be sealed or sloped in such a manner as to direct water to the surface of the exterior wall finish or to the waterresistive barrier for subsequent drainage. Openings using pan flashing shall incorporate flashing or protection at the head and sides.
1.2. In accordance with the flashing design or method of a registered design professional.

TABLE R703.3.2 OPTIONAL SIDING ATTACHMENT SCHEDULE FOR FASTENERS WHERE NO STUD PENETRATION NECESSARY

APPLICATION

NUMBER AND TYPE OF FASTENER

SPACING OF FASTENERSb

Exterior wall covering (weighing 3 psf or less) attachment
to wood structural panel sheathing, either direct or over foam sheathing a maximum of 2 inches thick.a Note: Does not apply to vertical siding.

Ring shank roofing nail (0.120 min. dia.) Ring shank nail (0.148 min. dia.) No. 6 screw (0.138 min. dia.) No. 8 screw (0.164 min. dia.)

12 o.c. 15 o.c. 12 o.c. 16 o.c.

For SI: 1 inch = 25.4 mm. a. Fastener length shall be sufficient to penetrate back side of the wood structural panel sheathing by at least 1/4 inch. The wood structural panel sheathing shall
be not less than 7/16 inch in thickness. b. Spacing of fasteners is per 12 inches of siding width. For other siding widths, multiply "Spacing of Fasteners" above by a factor of 12/s, where "s" is the
siding width in inches. Fastener spacing shall never be greater than the manufacturer's minimum recommendations.

2015 INTERNATIONAL RESIDENTIAL CODE®

349

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

1.3. In accordance with other approved methods.
2. At the intersection of chimneys or other masonry construction with frame or stucco walls, with projecting lips on both sides under stucco copings.
3. Under and at the ends of masonry, wood or metal copings and sills.
4. Continuously above all projecting wood trim.
5. Where exterior porches, decks or stairs attach to a wall or floor assembly of wood-frame construction.
6. At wall and roof intersections.
7. At built-in gutters.
R703.5 Wood, hardboard and wood structural panel siding. Wood, hardboard, and wood structural panel siding shall be installed in accordance with this section and Table R703.3. Hardboard siding shall comply with CPA/ANSI A135.6. Hardboard siding used as architectural trim shall comply with CPA/ANSI A 135.7.
R703.5.1 Vertical wood siding. Wood siding applied vertically shall be nailed to horizontal nailing strips or blocking set not more than 24 inches (610 mm) on center.
R703.5.2 Panel siding. 3/8-inch (9.5 mm) wood structural panel siding shall not be applied directly to studs spaced more than 16 inches (406 mm) on center where long dimension is parallel to studs. Wood structural panel siding 7/16 inch (11.1 mm) or thinner shall not be applied directly to studs spaced more than 24 inches (610 mm) on center. The stud spacing shall not exceed the panel span rating provided by the manufacturer unless the panels are installed with the face grain perpendicular to the studs or over sheathing approved for that stud spacing.
Joints in wood, hardboard or wood structural panel siding shall be made as follows unless otherwise approved. Vertical joints in panel siding shall occur over framing members, unless wood or wood structural panel sheathing is used, and shall be shiplapped or covered with a batten. Horizontal joints in panel siding shall be lapped not less than 1 inch (25 mm) or shall be shiplapped or flashed with Z-flashing and occur over solid blocking, wood or wood structural panel sheathing.
R703.5.3 Horizontal wood siding. Horizontal lap siding shall be installed in accordance with the manufacturer's recommendations. Where there are no recommendations the siding shall be lapped not less than 1 inch (25 mm), or 1/2 inch (12.7 mm) if rabbeted, and shall have the ends caulked, covered with a batten or sealed and installed over a strip of flashing.
R703.6 Wood shakes and shingles. Wood shakes and shingles shall conform to CSSB Grading Rules for Wood Shakes and Shingles.
R703.6.1 Application. Wood shakes or shingles shall be applied either single course or double course over nominal 1/2-inch (12.7 mm) wood-based sheathing or to furring strips over 1/2-inch (12.7 mm) nominal nonwood sheathing. A water-resistive barrier shall be provided over all sheathing, with horizontal overlaps in the membrane of not less than 2 inches (51 mm) and vertical overlaps of not less than 6

inches (152 mm). Where horizontal furring strips are used, they shall be 1 inch by 3 inches or 1 inch by 4 inches (25 mm by 76 mm or 25 mm by 102 mm) and shall be fastened to the studs with minimum 7d or 8d box nails and shall be spaced a distance on center equal to the actual weather exposure of the shakes or shingles, not to exceed the maximum exposure specified in Table R703.6.1. When installing shakes or shingles over a nonpermeable water-resistive barrier, furring strips shall be placed first vertically over the barrier and in addition, horizontal furring strips shall be fastened to the vertical furring strips prior to attaching the shakes or shingles to the horizontal furring strips. The spacing between adjacent shingles to allow for expansion shall be 1/8 inch (3.2 mm) to 1/4 inch (6.4 mm) apart, and between adjacent shakes shall be 3/8 inch (9.5 mm) to 1/2 inch (12.7 mm) apart. The offset spacing between joints in adjacent courses shall be not less than 11/2 inches (38 mm).
TABLE R703.6.1 MAXIMUM WEATHER EXPOSURE FOR WOOD SHAKES AND
SHINGLES ON EXTERIOR WALLSa, b, c (Dimensions are in inches)

LENGTH

EXPOSURE FOR SINGLE COURSE

EXPOSURE FOR DOUBLE COURSE

Shinglesa

12b

14c

101/2

16d

Shakesa

101/2

For SI: 1 inch = 25.4 mm. a. Dimensions given are for No. 1 grade. b. A maximum 9-inch exposure is permitted for No. 2 grade. c. A maximum 10-inch exposure is permitted for No. 2 grade. d. A maximum 14-inch exposure is permitted for No. 2 grade.

R703.6.2 Weather exposure. The maximum weather exposure for shakes and shingles shall not exceed that specified in Table 703.6.1.
R703.6.3 Attachment. Wood shakes or shingles shall be installed according to this chapter and the manufacturer's instructions. Each shake or shingle shall be held in place by two stainless steel Type 304, Type 316 or hot-dipped zinc-coated galvanized corrosion-resistant box nails in accordance with Table R703.6.3(1) or R703.6.3(2). The hot-dipped zinc-coated galvanizing shall conform to minimum standard ASTM A 153D, 1.0 ounce per square foot. Alternatively, 16-gage stainless steel Type 304 or Type 316 staples with crown widths 7/16 inch (11 mm) minimum, 3/4 inch (19 mm) maximum, shall be used and the crown of the staple shall be placed parallel with the butt of the shake or the shingle. In single-course application, the fasteners shall be concealed by the course above and shall be driven approximately 1 inch (25 mm) above the butt line of the succeeding course and 3/4 inch (19 mm) from the edge. In double-course applications, the exposed shake or shingle shall be face-nailed with two fasteners, driven approximately 2 inches (51 mm) above the butt line and 3/4

350

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

inch (19 mm) from each edge. Fasteners installed within 15 miles (24 km) of salt water coastal areas shall be stainless steel Type 316. Fasteners for fire-retardant-treated shakes or shingles in accordance with Section R902 or pressure-impregnated-preservative-treated shakes or shingles in accordance with AWPA U1 shall be stainless steel Type 316. The fasteners shall penetrate the sheathing or furring strips by not less than 1/2 inch (13 mm) and shall not be overdriven. Fasteners for untreated (natural) and treated products shall comply with ASTM F 1667.
R703.6.4 Bottom courses. The bottom courses shall be doubled.
R703.7 Exterior plaster. Installation of these materials shall be in compliance with ASTM C 926, ASTM C 1063 and the provisions of this code.
R703.7.1 Lath. Lath and lath attachments shall be of corrosion-resistant materials. Expanded metal or woven wire lath shall be attached with 11/2-inch-long (38 mm), 11 gage nails having a 7/16-inch (11.1 mm) head, or 7/8-inch-long (22.2 mm), 16 gage staples, spaced not less than 6 inches (152 mm), or as otherwise approved.

R703.7.2 Plaster. Plastering with portland cement plaster shall be not less than three coats where applied over metal lath or wire lath and shall be not less than two coats where applied over masonry, concrete, pressure-preservativetreated wood or decay-resistant wood as specified in Section R317.1 or gypsum backing. If the plaster surface is completely covered by veneer or other facing material or is completely concealed, plaster application need be only two coats, provided the total thickness is as set forth in Table R702.1(1).
On wood-frame construction with an on-grade floor slab system, exterior plaster shall be applied to cover, but not extend below, lath, paper and screed.
The proportion of aggregate to cementitious materials shall be as set forth in Table R702.1(3).
R703.7.2.1 Weep screeds. A minimum 0.019-inch (0.5 mm) (No. 26 galvanized sheet gage), corrosion-resistant weep screed or plastic weep screed, with a minimum vertical attachment flange of 31/2 inches (89 mm) shall be provided at or below the foundation plate line on exterior stud walls in accordance with ASTM C 926. The weep screed shall be placed not less than 4 inches

Product type
R & R and sanded shingles
16 and 18 shingles 24 shingles
Grooved shingles
16 and 18 shingles 24 shingles
Split and sawn shakes
18 straight-split shakes 18 and 24 handsplit shakes 24 tapersplit shakes 18 and 24 tapersawn shakes
For SI: 1 inch = 25.4 mm.

TABLE R703.6.3(1) SINGLE COURSE SIDEWALL FASTENERS

SINGLE COURSE SIDEWALL FASTENERS

Nail type and minimum length (inches)

Minimum head diameter (inches)

Type

3d box 11/4

0.19

4d box 11/2

0.19

Type

3d box 11/4

0.19

4d box 11/2

0.19

Type

5d box 13/4

0.19

6d box 2

0.19

5d box 13/4

0.19

6d box 2

0.19

Minimum shank thickness (inches)
0.08 0.08
0.08 0.08
0.08 0.0915
0.08 0.0915

Product type
R & R and sanded shingles
16, 8 and 24 shingles
Grooved shingles
16, 18 and 24shingles
Split and sawn shakes
18 straight-split shakes 18 and 24 handsplit shakes 24 tapersplit shakes 18 and 24 tapersawn shakes
For SI: 1 inch = 25.4 mm.

TABLE R703.6.3(2) DOUBLE COURSE SIDEWALL FASTENERS

DOUBLE COURSE SIDEWALL FASTENERS

Nail type and minimum length

Minimum head diameter (inches)

5d box 13/4 or same size casing nails

0.19

5d box 13/4

0.19

7d box 21/4 or 8d 21/2

0.19

7d box 21/4 or 8d 21/2

0.19

7d box 21/4 or 8d 21/2

0.19

7d box 21/4 or 8d 21/2

0.19

Minimum shank thickness (inches)
0.08
0.08
0.099 0.099 0.099 0.099

2015 INTERNATIONAL RESIDENTIAL CODE®

351

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

(102 mm) above the earth or 2 inches (51 mm) above paved areas and shall be of a type that will allow trapped water to drain to the exterior of the building. The weather-resistant barrier shall lap the attachment flange. The exterior lath shall cover and terminate on the attachment flange of the weep screed.
R703.7.3 Water-resistive barriers. Water-resistive barriers shall be installed as required in Section R703.2 and, where applied over wood-based sheathing, shall include a water-resistive vapor-permeable barrier with a performance at least equivalent to two layers of Grade D paper. The individual layers shall be installed independently such that each layer provides a separate continuous plane and any flashing (installed in accordance with Section R703.4) intended to drain to the water-resistive barrier is directed between the layers.
Exception: Where the water-resistive barrier that is applied over wood-based sheathing has a water resistance equal to or greater than that of 60-minute Grade D paper and is separated from the stucco by an intervening, substantially nonwater-absorbing layer or designed drainage space.
R703.7.4 Application. Each coat shall be kept in a moist condition for at least 48 hours prior to application of the next coat.
Exception: Applications installed in accordance with ASTM C 926.
R703.7.5 Curing. The finish coat for two-coat cement plaster shall not be applied sooner than seven days after application of the first coat. For three-coat cement plaster, the second coat shall not be applied sooner than 48 hours after application of the first coat. The finish coat for threecoat cement plaster shall not be applied sooner than seven days after application of the second coat.
R703.8 Anchored stone and masonry veneer, general. Anchored stone and masonry veneer shall be installed in accordance with this chapter, Table R703.3(1) and Figure R703.8. These veneers installed over a backing of wood or cold-formed steel shall be limited to the first story above grade plane and shall not exceed 5 inches (127 mm) in thickness. See Section R602.10 for wall bracing requirements for masonry veneer for wood-framed construction and Section R603.9.5 for wall bracing requirements for masonry veneer for cold-formed steel construction.
Exceptions:
1. For buildings in Seismic Design Categories A, B and C, exterior stone or masonry veneer, as specified in Table R703.8(1), with a backing of wood or steel framing shall be permitted to the height specified in Table R703.8(1) above a noncombustible foundation.
2. For detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2, exterior stone or masonry veneer, as specified in Table R703.8(2), with a backing of wood framing shall be permitted to the height specified in Table R703.8(2) above a noncombustible foundation.

R703.8.1 Interior veneer support. Veneers used as interior wall finishes shall be permitted to be supported on wood or cold-formed steel floors that are designed to support the loads imposed.
R703.8.2 Exterior veneer support. Except in Seismic Design Categories D0, D1 and D2, exterior masonry veneers having an installed weight of 40 pounds per square foot (195 kg/m2) or less shall be permitted to be supported on wood or cold-formed steel construction. Where masonry veneer supported by wood or cold-formed steel construction adjoins masonry veneer supported by the foundation, there shall be a movement joint between the veneer supported by the wood or cold-formed steel construction and the veneer supported by the foundation. The wood or cold-formed steel construction supporting the masonry veneer shall be designed to limit the deflection to 1/600 of the span for the supporting members. The design of the wood or cold-formed steel construction shall consider the weight of the veneer and any other loads.
R703.8.2.1 Support by steel angle. A minimum 6-inch by 4-inch by 5/16-inch (152 mm by 102 mm by 8 mm) steel angle, with the long leg placed vertically, shall be anchored to double 2-inch by 4-inch (51 mm by 102 mm) wood studs or double 350S162 cold-formed steel studs at a maximum on-center spacing of 16 inches (406 mm). Anchorage of the steel angle at every double stud spacing shall be not less than two 7/16-inch-diameter (11 mm) by 4-inch (102 mm) lag screws for wood construction or two 7/16-inch (11.1 mm) bolts with washers for cold-formed steel construction. The steel angle shall have a minimum clearance to underlying construction of 1/16 inch (1.6 mm). Not less than two-thirds the width of the masonry veneer thickness shall bear on the steel angle. Flashing and weep holes shall be located in the masonry veneer in accordance with Figure R703.8.2.1. The maximum height of masonry veneer above the steel angle support shall be 12 feet 8 inches (3861 mm). The airspace separating the masonry veneer from the wood backing shall be in accordance with Sections R703.8.4 and R703.8.4.2. The method of support for the masonry veneer on wood construction shall be constructed in accordance with Figure R703.8.2.1
The maximum slope of the roof construction without stops shall be 7:12. Roof construction with slopes greater than 7:12 but not more than 12:12 shall have stops of a minimum 3-inch by 3-inch by 1/4-inch (76 mm by 76 mm by 6.4 mm) steel plate welded to the angle at 24 inches (610 mm) on center along the angle or as approved by the building official.
R703.8.2.2 Support by roof construction. A steel angle shall be placed directly on top of the roof construction. The roof supporting construction for the steel angle shall consist of not fewer than three 2-inch by 6-inch (51 mm by 152 mm) wood members for wood construction or three 550S162 cold-formed steel members for coldformed steel light frame construction. A wood member abutting the vertical wall stud construction shall be anchored with not fewer than three 5/8-inch (15.9 mm) diameter by 5-inch (127 mm) lag screws to every wood

352

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

stud spacing. Each additional wood roof member shall be anchored by the use of two 10d nails at every wood stud spacing. A cold-formed steel member abutting the vertical wall stud shall be anchored with not fewer than nine No. 8 screws to every cold-formed steel stud. Each additional cold-formed steel roof member shall be anchored to the adjoining roof member using two No. 8 screws at every stud spacing. Not less than two-thirds the width of the masonry veneer thickness shall bear on the steel angle. Flashing and weep holes shall be located in the masonry veneer wythe in accordance with Figure R703.8.2.2. The maximum height of the masonry veneer above the steel angle support shall be 12 feet 8 inches

WALL COVERING
(38.61 mm). The airspace separating the masonry veneer from the wood backing shall be in accordance with Sections R703.8.4 and R703.8.4.2. The support for the masonry veneer shall be constructed in accordance with Figure R703.8.2.2.
The maximum slope of the roof construction without stops shall be 7:12. Roof construction with slopes greater than 7:12 but not more than 12:12 shall have stops of a minimum 3-inch by 3-inch by 1/4-inch (76 mm by 76 mm by 6.4 mm) steel plate welded to the angle at 24 inches (610 mm) on center along the angle or as approved by the building official.

SEALANT FLASHING AND WEEPHOLESa
MASONRY VENEER
METAL TIEb WATER-RESISTIVE BARRIERb
1-IN. AIRSPACE OR 1-IN. GROUTED SPACEC
MASONRY VENEER FLASHING WEEPHOLESa

WALLBOARD WATER-RESISTIVE BARRIERb
SHEATHING
ANCHOR BOLT GROUTED FULL

For SI: 1 inch = 24.5 mm.

FIGURE R703.8 TYPICAL MASONRY VENEER WALL DETAILS
(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

353

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

ROOFING
MIN. CLEARANCE OF ¾-IN.
METAL TIEb WATER-RESISTIVE BARRIERb

WALLBOARD
1-IN. AIRSPACE OR 1-IN. GROUTED SPACEC MASONRY VENEER

WATER-RESISTIVE BARRIERb FLASHINGa
STEEL LINTELd WEEPHOLEa

WALLBOARD
INSULATION BETWEEN STUDS

SEALANT
MASONRY VENEER
For SI: 1 inch = 25.4 mm. a. See Sections R703.8.5, R703.8.6 and R703.4. b. See Sections R703.2 and R703.8.4. c. See Section R703.8.4.2 and Table R703.8.4. d. See Section R703.8.3. e. Figure R703.8 illustrates typical construction details for a masonry veneer wall. For the actual mandatory requirements of this code, see the indicated
sections of text. Other details of masonry veneer wall construction shall be permitted provided the requirements of the indicated sections of text are met.
FIGURE R703.8--continued TYPICAL MASONRY VENEER WALL DETAILSe

354

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

SEISMIC DESIGN CATEGORY
A or B
C

TABLE R703.8(1) STONE OR MASONRY VENEER LIMITATIONS AND REQUIREMENTS, WOOD OR STEEL FRAMING, SEISMIC DESIGN CATEGORIES A, B AND C

NUMBER OF WOOD- OR STEELFRAMED STORIES

MAXIMUM HEIGHT OF VENEER ABOVE
NONCOMBUSTIBLE FOUNDATIONa (feet)

MAXIMUM NOMINAL THICKNESS OF VENEER (inches)

MAXIMUM WEIGHT OF VENEER (psf)b

Steel: 1 or 2 Wood: 1, 2 or 3

Wood only: 3

WOOD- OR STEELFRAMED STORY
all
1 only top
bottom top
middle bottom

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa. a. An additional 8 feet is permitted for gable end walls. See also story height limitations of Section R301.3. b. Maximum weight is installed weight and includes weight of mortar, grout, lath and other materials used for installation. Where veneer is placed on both faces
of a wall, the combined weight shall not exceed that specified in this table.

TABLE R703.8(2) STONE OR MASONRY VENEER LIMITATIONS AND REQUIREMENTS, ONE- AND TWO-FAMILY DETACHED DWELLINGS, SEISMIC DESIGN CATEGORIES D0, D1 AND D2

SEISMIC DESIGN CATEGORY

NUMBER OF WOODFRAMED STORIESa

MAXIMUM HEIGHT OF VENEER ABOVE
NONCOMBUSTIBLE FOUNDATION OR
FOUNDATION WALL (feet)

MAXIMUM NOMINAL THICKNESS OF VENEER
(inches)

MAXIMUM WEIGHT OF
VENEER (psf)b

20c

30d

20c

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N. a. Cripple walls are not permitted in Seismic Design Categories D0, D1 and D2. b. Maximum weight is installed weight and includes weight of mortar, grout and lath, and other materials used for installation.
c. The veneer shall not exceed 20 feet in height above a noncombustible foundation, with an additional 8 feet permitted for gable end walls, or 30 feet in height with an additional 8 feet for gable end walls where the lower 10 feet have a backing of concrete or masonry wall. See story height limitations of Section R301.3.
d. The veneer shall not exceed 30 feet in height above a noncombustible foundation, with an additional 8 feet permitted for gable end walls. See story height limitations of Section R301.3.

2015 INTERNATIONAL RESIDENTIAL CODE®

355

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

SHEATHING
STUD
STEEL ANGLE ATTACHED TO STUD WITH FASTENERS
FASTENERS

BRICK VENEER VENEER TIE
FLASHING WEEP HOLE COUNTER FLASHING BASE FLASHING

ROOF SHEATHING ROOF FRAMING

SUPPORT BY STEEL ANGLE
FIGURE R703.8.2.1 EXTERIOR MASONRY VENEER SUPPORT BY STEEL ANGLES

SHEATHING STUD

BRICK VENEER VENEER TIE

STEEL ANGLE NOT ATTACHED TO STUD
FASTENERS

FLASHING WEEP HOLE COUNTER FLASHING BASE FLASHING

TRIPLE RAFTERS ATTACHED TO STUDS

SUPPORT BY ROOF MEMBERS
FIGURE R703.8.2.2 EXTERIOR MASONRY VENEER SUPPORT BY ROOF MEMBERS

356

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

R703.8.3 Lintels. Masonry veneer shall not support any vertical load other than the dead load of the veneer above. Veneer above openings shall be supported on lintels of noncombustible materials. The lintels shall have a length of bearing not less than 4 inches (102 mm). Steel lintels shall be shop coated with a rust-inhibitive paint, except for lintels made of corrosion-resistant steel or steel treated with coatings to provide corrosion resistance. Construction of openings shall comply with either Section R703.8.3.1 or 703.8.3.2.
R703.8.3.1 Allowable span. The allowable span shall not exceed the values set forth in Table R703.8.3.1.
R703.8.3.2 Maximum span. The allowable span shall not exceed 18 feet 3 inches (5562 mm) and shall be constructed to comply with Figure R703.8.3.2 and the following:
1. Provide a minimum length of 18 inches (457 mm) of masonry veneer on each side of opening as shown in Figure R703.8.3.2.
2. Provide a minimum 5-inch by 31/2-inch by 5/16inch (127 mm by 89 mm by 7.9 mm) steel angle above the opening and shore for a minimum of 7 days after installation.
3. Provide double-wire joint reinforcement extending 12 inches (305 mm) beyond each side of the opening. Lap splices of joint reinforcement not less than 12 inches (305 mm). Comply with one of the following:
3.1. Double-wire joint reinforcement shall be 3/16inch (4.8 mm) diameter and shall be placed in the first two bed joints above the opening.
3.2. Double-wire joint reinforcement shall be 9 gauge (0.144 inch or 3.66 mm diameter) and shall be placed in the first three bed joints above the opening.
4. Provide the height of masonry veneer above opening, in accordance with Table R703.8.3.2.

TABLE R703.8.3.2 HEIGHT OF MASONRY VENEER ABOVE OPENING

MINIMUM HEIGHT OF MASONRY MAXIMUM HEIGHT OF MASONRY VENEER ABOVE OPENING (INCH) VENEER ABOVE OPENING (FEET)

< 5

5 to < 12

12 to height above support allowed by Section R703.8

For SI:1 inch = 25.4 mm, 1 foot = 304.8 mm.

MAXIMUM HEIGHT OF MASONRY VENEER ABOVE OPENING

OPENING

MINIMUM HEIGHT OF MASONRY VENEER ABOVE OPENING

MIN. 18 IN.

18 FEET 3 IN. MAX. ALLOWABLE SPAN

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R703.8.3.2 MASONRY VENEER OPENING

MIN. 18 IN.

R703.8.4 Anchorage. Masonry veneer shall be anchored
to the supporting wall studs with corrosion-resistant metal
ties embedded in mortar or grout and extending into the veneer a minimum of 11/2 inches (38 mm), with not less than 5/8-inch (15.9 mm) mortar or grout cover to outside face. Masonry veneer shall conform to Table R703.8.4.

SIZE OF STEEL ANGLEa, c, d (inches)
3 × 3 × 1/4 4 × 3 × 1/4 5 × 31/2 × 5/16 6 × 31/2 × 5/16 2-6 × 31/2 × 5/16

TABLE R703.8.3.1 ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEERa, b, c, d

NO STORY ABOVE

ONE STORY ABOVE

TWO STORIES ABOVE

NO. OF 1/2-INCH OR EQUIVALENT REINFORCING BARS IN
REINFORCED LINTELb, d

6-0

4-6

3-0

8-0

6-0

4-6

10-0

8-0

6-0

14-0

9-6

7-0

20-0

12-0

9-6

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Long leg of the angle shall be placed in a vertical position. b. Depth of reinforced lintels shall be not less than 8 inches and all cells of hollow masonry lintels shall be grouted solid. Reinforcing bars shall extend not less
than 8 inches into the support. c. Steel members indicated are adequate typical examples; other steel members meeting structural design requirements shall be permitted to be used. d. Either steel angle or reinforced lintel shall span opening.

2015 INTERNATIONAL RESIDENTIAL CODE®

357

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

BACKING AND TIE
Wood stud backing with corrugated sheet metal
Wood stud backing with metal strand wire

TABLE R703.8.4 TIE ATTACHMENT AND AIRSPACE REQUIREMENTS

MINIMUM TIE

MINIMUM TIE FASTENERa

AIRSPACE

22 U.S. gage (0.0299 in.) × 7/8 in. wide

8d common nail b (21/2 in. × 0.131 in.)

Nominal 1 in. between sheathing and veneer

W1.7 (No. 9 U.S. gage; 0.148 in.) with hook embedded in mortar joint

8d common nail b (21/2 in. × 0.131 in.)

Minimum nominal 1 in. between sheathing and veneer

Maximum 41/2 in. between backing and veneer

Cold-formed steel stud backing with adjustable metal strand wire

W1.7 (No. 9 U.S. gage; No. 10 screw extending through Minimum nominal 1 in.

0.148 in.) with hook

the steel framing a minimum of between sheathing and

embedded in mortar joint three exposed threads

veneer

Maximum 41/2 in. between backing and veneer

For SI: 1 inch = 25.4 mm.
a. In Seismic Design Category D0, D1 or D2, the minimum tie fastener shall be an 8d ring-shank nail (21/2 in. 0.131 in.) or a No. 10 screw extending through the
steel framing a minimum of three exposed threads.
b. All fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

R703.8.4.1 Size and spacing. Veneer ties, if strand wire, shall be not less in thickness than No. 9 U.S. gage [(0.148 inch) (4 mm)] wire and shall have a hook embedded in the mortar joint, or if sheet metal, shall be not less than No. 22 U.S. gage by [(0.0299 inch) (0.76 mm)] 7/8 inch (22 mm) corrugated. Each tie shall support not more than 2.67 square feet (0.25 m2) of wall area and shall be spaced not more than 32 inches (813 mm) on center horizontally and 24 inches (635 mm) on center vertically.
Exception: In Seismic Design Category D0, D1 or D2 or townhouses in Seismic Design Category C or in wind areas of more than 30 pounds per square foot pressure (1.44 kPa), each tie shall support not more than 2 square feet (0.2 m2) of wall area.
R703.8.4.1.1 Veneer ties around wall openings. Additional metal ties shall be provided around wall openings greater than 16 inches (406 mm) in either dimension. Metal ties around the perimeter of openings shall be spaced not more than 3 feet (9144 mm) on center and placed within 12 inches (305 mm) of the wall opening.
R703.8.4.2 Grout fill. As an alternative to the airspace required by Table R703.8.4, grout shall be permitted to fill the airspace. Where the airspace is filled with grout, a water-resistive barrier is required over studs or sheathing. Where the airspace is filled, replacing the sheathing and water-resistive barrier with a wire mesh and approved water-resistive barrier or an approved waterresistive barrier-backed reinforcement attached directly to the studs is permitted.
R703.8.5 Flashing. Flashing shall be located beneath the first course of masonry above finished ground level above the foundation wall or slab and at other points of support, including structural floors, shelf angles and lintels where masonry veneers are designed in accordance with Section R703.8. See Section R703.4 for additional requirements.
R703.8.6 Weepholes. Weepholes shall be provided in the outside wythe of masonry walls at a maximum spacing of 33 inches (838 mm) on center. Weepholes shall be not less than 3/16 inch (5 mm) in diameter. Weepholes shall be located immediately above the flashing.
R703.9 Exterior insulation and finish system (EIFS)/EIFS with drainage. Exterior insulation and finish systems (EIFS)

shall comply with this chapter and Section R703.9.1. EIFS with drainage shall comply with this chapter and Section R703.9.2.
R703.9.1 Exterior insulation and finish systems (EIFS). EIFS shall comply with the following:
1. ASTM E 2568.
2. EIFS shall be limited to applications over substrates of concrete or masonry wall assemblies.
3. Flashing of EIFS shall be provided in accordance with the requirements of Section R703.8.
4. EIFS shall be installed in accordance with the manufacturer's instructions.
5. EIFS shall terminate not less than 6 inches (152 mm) above the finished ground level.
6. Decorative trim shall not be face-nailed through the EIFS.
R703.9.2 Exterior insulation and finish system (EIFS) with drainage. EIFS with drainage shall comply with the following:
1. ASTM E 2568.
2. EIFS with drainage shall be required over all wall assemblies with the exception of substrates of concrete or masonry wall assemblies.
3. EIFS with drainage shall have an average minimum drainage efficiency of 90 percent when tested in accordance with ASTM E 2273.
4. The water-resistive barrier shall comply with Section R703.2 or ASTM E 2570.
5. The water-resistive barrier shall be applied between the EIFS and the wall sheathing.
6. Flashing of EIFS with drainage shall be provided in accordance with the requirements of Section R703.8.
7. EIFS with drainage shall be installed in accordance with the manufacturer's instructions.
8. EIFS with drainage shall terminate not less than 6 inches (152 mm) above the finished ground level.
9. Decorative trim shall not be face-nailed through the EIFS with drainage.
R703.10 Fiber cement siding.
R703.10.1 Panel siding. Fiber-cement panels shall comply with the requirements of ASTM C 1186, Type A, minimum Grade II or ISO 8336, Category A, minimum Class 2. Pan-

358

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

els shall be installed with the long dimension either parallel or perpendicular to framing. Vertical and horizontal joints shall occur over framing members and shall be protected with caulking, or with battens or flashing, or be vertical or horizontal shiplap, or otherwise designed to comply with Section R703.1. Panel siding shall be installed with fasteners in accordance with Table R703.3(1) or the approved manufacturer's instructions.
R703.10.2 Lap siding. Fiber-cement lap siding having a maximum width of 12 inches (305 mm) shall comply with the requirements of ASTM C 1186, Type A, minimum Grade II or ISO 8336, Category A, minimum Class 2. Lap siding shall be lapped a minimum of 11/4 inches (32 mm) and lap siding not having tongue-and-groove end joints shall have the ends protected with caulking, covered with an H-section joint cover, located over a strip of flashing, or shall be designed to comply with Section R703.1. Lap siding courses shall be installed with the fastener heads exposed or concealed, in accordance with Table R703.3(1) or approved manufacturer's instructions.
R703.11 Vinyl siding. Vinyl siding shall be certified and labeled as conforming to the requirements of ASTM D 3679 by an approved quality control agency.
R703.11.1 Installation. Vinyl siding, soffit and accessories shall be installed in accordance with the manufacturer's instructions.
R703.11.1.1 Fasteners. Unless specified otherwise by the manufacturer's instructions, fasteners for vinyl siding shall be 0.120-inch (3 mm) shank diameter nail with a 0.313-inch (8 mm) head or 16-gage staple with a 3/8-inch (9.5 mm) to 1/2-inch (12.7 mm) crown.
R703.11.1.2 Penetration depth. Unless specified otherwise by the manufacturer's instructions, fasteners shall penetrate into building framing. The total penetration into sheathing, furring framing or other nailable substrate shall be a minimum 11/4 inches (32 mm). Where specified by the manufacturer's instructions and supported by a test report, fasteners are permitted to penetrate into or fully through nailable sheathing or other nailable substrate of minimum thickness specified by the instructions or test report without penetrating into framing. Where the fastener penetrates fully through the sheathing, the end of the fastener shall extend a minimum of 1/4 inch (6.4 mm) beyond the opposite face of the sheathing or nailable substrate.
R703.11.1.3 Spacing. Unless specified otherwise by the manufacturer's instructions, the maximum spacing between fasteners for horizontal siding shall be 16 inches (406 mm), and for vertical siding 12 inches (305 mm) both horizontally and vertically. Where specified by the manufacturer's instructions and supported by a test report, greater fastener spacing is permitted.
R703.11.1.4 Vinyl soffit panels. Soffit panels shall be individually fastened to a supporting component such as a nailing strip, fascia or subfascia component or as specified by the manufacturer's instructions.

R703.11.2 Foam plastic sheathing. Vinyl siding and insulated vinyl siding used with foam plastic sheathing shall be installed in accordance with Section R703.11.2.1, R703.11.2.2 or R703.11.2.3.
Exception: Where the foam plastic sheathing is applied directly over wood structural panels, fiberboard, gypsum sheathing or other approved backing capable of independently resisting the design wind pressure, the vinyl siding shall be installed in accordance with Section R703.11.1.
R703.11.2.1 Basic wind speed not exceeding 115 miles per hour and Exposure Category B. Where the ultimate design wind speed does not exceed 115 miles per hour (51 m/s), the exposure category is B and gypsum board, gypsum panel product or equivalent is installed on the side of the wall opposite the foam plastic sheathing, the minimum siding fastener penetration into wood framing shall be 11/4 inches (32 mm) using minimum 0.120-inch-diameter (3 mm) nail (shank) with a minimum 0.313-inch-diameter head, 16 inches (406 mm) on center. The foam plastic sheathing shall be minimum 1/2-inch-thick (12.7 mm) (nominal) extruded polystyrene in accordance with ASTM C 578, 1/2-inch-thick (12.7 mm) (nominal) polyisocyanurate in accordance with ASTM C 1289 or 1-inch-thick (25 mm) (nominal) expanded polystyrene in accordance with ASTM C 578.
R703.11.2.2 Basic wind speed exceeding 115 miles per hour or Exposure Categories C and D. Where the ultimate design wind speed exceeds 115 miles per hour (51 m/s), the exposure category is C or D, or all conditions of Section R703.11.2.1 are not met, the adjusted design pressure rating for the assembly shall meet or exceed the loads listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3). The design wind pressure rating of the vinyl siding for installation over solid sheathing as provided in the vinyl siding manufacturer's product specifications shall be adjusted for the following wall assembly conditions:
1. For wall assemblies with foam plastic sheathing on the exterior side and gypsum wall board, gypsum panel product or equivalent on the interior side of the wall, the vinyl siding's design wind pressure rating shall be multiplied by 0.39.
2. For wall assemblies with foam plastic sheathing on the exterior side and without gypsum wall board, gypsum panel product or equivalent on the interior side of wall, the vinyl siding's design wind pressure rating shall be multiplied by 0.27.
R703.11.2.3 Manufacturer specification. Where the vinyl siding manufacturer's product specifications provide an approved design wind pressure rating for installation over foam plastic sheathing, use of this design wind pressure rating shall be permitted and the siding shall be installed in accordance with the manufacturer's instructions.

2015 INTERNATIONAL RESIDENTIAL CODE®

359

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

R703.12 Adhered masonry veneer installation. Adhered masonry veneer shall comply with the requirements of Section R703.7.3 and the requirements in Sections 12.1 and 12.3 of TMS 402/ACI 530/ASCE 5. Adhered masonry veneer shall be installed in accordance with Section R703.7.1, Article 3.3C of TMS 602/ACI 530.1/ASCE 6 or the manufacturer's instructions.
R703.12.1 Clearances. On exterior stud walls, adhered masonry veneer shall be installed:
1. Minimum of 4 inches (102 mm) above the earth;
2. Minimum of 2 inches (51 mm) above paved areas; or
3. Minimum of 1/2 inch (12.7 mm) above exterior walking surfaces that are supported by the same foundation that supports the exterior wall.
R703.12.2 Flashing at foundation. A corrosion-resistant screed or flashing of a minimum 0.019-inch (0.48 mm) or 26-gage galvanized or plastic with a minimum vertical attachment flange of 31/2 inches (89 mm) shall be installed to extend a minimum of 1 inch (25 mm) below the foundation plate line on exterior stud walls in accordance with Section R703.4.
R703.12.3 Water-resistive barrier. A water-resistive barrier shall be installed as required by Section R703.2 and shall comply with the requirements of Section R703.6.3. The water-resistive barrier shall lap over the exterior of the attachment flange of the screed or flashing provided in accordance with Section R703.12.2.
R703.13 Insulated vinyl siding. Insulated vinyl siding shall be certified and labeled as conforming to the requirements of ASTM D 7793 by an approved quality control agency.
R703.13.1 Insulated vinyl siding and accessories. Insulated vinyl siding and accessories shall be installed in accordance with manufacturer's instructions.
R703.14 Polypropylene siding. Polypropylene siding shall be certified and labeled as conforming to the requirements of ASTM D 7254 by an approved quality control agency.
R703.14.1 Polypropylene siding and accessories. Polypropylene siding and accessories shall be installed in accordance with manufacturer's installation instructions.
R703.14.1.1 Installation. Polypropylene siding shall be installed over and attached to wood structural panel sheathing with minimum thickness of 7/16 inch (11.1 mm), or other substrate, composed of wood or woodbased material and fasteners having equivalent withdrawal resistance.
R703.14.1.2 Fastener requirements. Unless otherwise specified in the approved manufacturer's instructions, nails shall be corrosion resistant, with a minimum 0.120inch (3 mm) shank and minimum 0.313-inch (8 mm) head diameter. Nails shall be a minimum of 11/4 inches (32 mm) long or as necessary to penetrate sheathing or substrate not less than 3/4 inch (19.1 mm). Where the nail fully penetrates the sheathing or nailable substrate, the end of the fastener shall extend not less than 1/4 inch (6.4

mm) beyond the opposite face of the sheathing or substrate. Staples are not permitted.
R703.14.2 Fire separation. Polypropylene siding shall not be installed on walls with a fire separation distance of less than 5 feet (1524 mm) and walls closer than 10 feet (3048 mm) to a building on another lot.
Exception: Walls perpendicular to the line used to determine the fire separation distance.
R703.15 Cladding attachment over foam sheathing to wood framing. Cladding shall be specified and installed in accordance with Section R703, the cladding manufacturer's approved instructions, including any limitations for use over foam plastic sheathing, or an approved design. In addition, the cladding or furring attachments through foam sheathing to framing shall meet or exceed the minimum fastening requirements of Section R703.15.1, Section R703.15.2, or an approved design for support of cladding weight.
Exceptions:
1. Where the cladding manufacturer has provided approved installation instructions for application over foam sheathing, those requirements shall apply.
2. For exterior insulation and finish systems, refer to Section R703.9.
3. For anchored masonry or stone veneer installed over foam sheathing, refer to Section R703.7.
R703.15.1 Direct attachment. Where cladding is installed directly over foam sheathing without the use of furring, cladding minimum fastening requirements to support the cladding weight shall be as specified in Table R703.15.1.
R703.15.2 Furred cladding attachment. Where wood furring is used to attach cladding over foam sheathing, furring minimum fastening requirements to support the cladding weight shall be as specified in Table R703.15.2. Where placed horizontally, wood furring shall be preservative-treated wood in accordance with Section R317.1 or naturally durable wood and fasteners shall be corrosion resistant in accordance Section R317.3.
R703.16 Cladding attachment over foam sheathing to cold-formed steel framing. Cladding shall be specified and installed in accordance with Section R703, the cladding manufacturer's approved instructions, including any limitations for use over foam plastic sheathing, or an approved design. In addition, the cladding or furring attachments through foam sheathing to framing shall meet or exceed the minimum fastening requirements of Section R703.16.1, Section R703.16.2 or an approved design for support of cladding weight.
Exceptions:
1. Where the cladding manufacturer has provided approved installation instructions for application over foam sheathing, those requirements shall apply.
2. For exterior insulation and finish systems, refer to Section R703.9.
3. For anchored masonry or stone veneer installed over foam sheathing, refer to Section R703.7.

360

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

CLADDING FASTENER THROUGH FOAD SHEATHING

TABLE R703.15.1 CLADDING MINIMUM FASTENING REQUIREMENTS FOR DIRECT ATTACHMENT
OVER FOAM PLASTIC SHEATHING TO SUPPORT CLADDING WEIGHTa

CLADDING FASTENER TYPE AND MINIMUM
SIZEb

CLADDING FASTENER VERTICAL SPACING
(inches)

MAXIMUM THICKNESS OF FOAM SHEATHINGc (inches)

16 o.c. Fastener Horizontal Spacing

24 o.c. Fastener Horizontal Spacing

Cladding Weight:

3 psf

11 psf

25 psf

3 psf

11 psf

25 psf

0.75

0.113 diameter nail

0.5

0.120 Wood Framing diameter nail

(minimum

11/4-inch

penetration)

0.131 diameter nail

1.5

0.5

0.75

0.5

0.75

1.5

0.5

0.75

0.5

0.162 diameter nail

1.5

0.75

1.5

0.75

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. DR = Design required. o.c. = On center. a. Wood framing shall be Spruce-pine-fir or any wood species with a specific gravity of 0.42 or greater in accordance with AWC NDS. b. Nail fasteners shall comply with ASTM F 1667, except nail length shall be permitted to exceed ASTM F 1667 standard lengths. c. Foam sheathing shall have a minimum compressive strength of 15 psi in accordance with ASTM C 578 or ASTM C 1289.

TABLE R703.15.2 FURRING MINIMUM FASTENING REQUIREMENTS FOR APPLICATION OVER FOAM PLASTIC SHEATHING TO SUPPORT CLADDING WEIGHTa, b

FURRING MATERIAL

FRAMING MEMBER

FASTENER TYPE AND MINIMUM
SIZE

MINIMUM PENETRATION
INTO WALL FRAMING (inches)

FASTENER SPACING IN
FURRING (inches)

3 psf

MAXIMUM THICKNESS OF FOAM SHEATHINGd (inches)

16 o.c. Furringe

24 o.c. Furringe

Siding Weight:

11 psf

25 psf

3 psf

11 psf

25 psf

0.131

diameter

11/4

nail

1.5

0.5

0.162

diameter

11/4

Minimum Minimum nail

1 Wood 2 Wood

Furringc

Stud

No.10

wood

screw

1.5

0.75

1.5

0.75

1.5

1/4 lag screw

11/2

0.5

1.5

0.75

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
DR = Design required.
o.c. = On center.
a. Wood framing and furring shall be Spruce-pine-fir or any wood species with a specific gravity of 0.42 or greater in accordance with AWC NDS.
b. Nail fasteners shall comply with ASTM F 1667, except nail length shall be permitted to exceed ASTM F 1667 standard lengths.
c. Where the required cladding fastener penetration into wood material exceeds 3/4 inch and is not more than 11/2 inches, a minimum 2 wood furring or an
approved design shall be used.
d. Foam sheathing shall have a minimum compressive strength of 15 psi in accordance with ASTM C 578 or ASTM C 1289.
e. Furring shall be spaced not more than 24 inches on center, in a vertical or horizontal orientation. In a vertical orientation, furring shall be located over wall studs and attached with the required fastener spacing. In a horizontal orientation, the indicated 8-inch and 12-inch fastener spacing in furring shall be achieved by use of two fasteners into studs at 16 inches and 24 inches on center, respectively.

2015 INTERNATIONAL RESIDENTIAL CODE®

361

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

R703.16.1 Direct attachment. Where cladding is installed directly over foam sheathing without the use of furring, cladding minimum fastening requirements to support the cladding weight shall be as specified in Table R703.16.1.
R703.16.2 Furred cladding attachment. Where steel or wood furring is used to attach cladding over foam sheathing, furring minimum fastening requirements to support the cladding weight shall be as specified in Table R703.16.2. Where placed horizontally, wood furring shall be preservative-treated wood in accordance with Section R317.1 or naturally durable wood and fasteners shall be corrosion resistant in accordance with Section R317.3. Steel furring shall have a minimum G60 galvanized coating.
R703.17 Cladding attachment over foam sheathing to masonry or concrete wall construction. Cladding shall be specified and installed in accordance with Section 703.3 and the cladding manufacturer's instructions or an approved design. Foam sheathing shall be attached to masonry or concrete construction in accordance with the insulation manufac-

turer's installation instructions or an approved design. Furring and furring attachments through foam sheathing into concrete or masonry substrate shall be designed to resist design loads determined in accordance with Section R301, including support of cladding weight as applicable. Fasteners used to attach cladding or furring through foam sheathing to masonry or concrete substrates shall be approved for application into masonry or concrete material and shall be installed in accordance with the fastener manufacturer's instructions.
Exceptions:
1. Where the cladding manufacturer has provided approved installation instructions for application over foam sheathing and connection to a masonry or concrete substrate, those requirements shall apply.
2. For exterior insulation and finish systems, refer to Section R703.9.
3. For anchored masonry or stone veneer installed over foam sheathing, refer to Section R703.7

CLADDING FASTENER THROUGH FOAM SHEATHING INTO:

TABLE R703.16.1 CLADDING MINIMUM FASTENING REQUIREMENTS FOR DIRECT ATTACHMENT
OVER FOAM PLASTIC SHEATHING TO SUPPORT CLADDING WEIGHTa

CLADDING FASTENER
TYPE AND MINIMUM SIZEb

CLADDING FASTENER VERTICAL SPACING (inches)

MAXIMUM THICKNESS OF FOAM SHEATHINGc (inches)

16 o.c. Fastener Horizontal Spacing 24" o.c. Fastener Horizontal Spacing

Cladding Weight:

3 psf

11 psf

25 psf

3 psf

11 psf

25 psf

No. 8 screw

into 33 mil steel

or thicker

1.5

0.5

1.5

0.75

Steel Framing

(minimum penetration No. 10 screw of steel thickness + 3 into 33 mil steel

threads)

0.5

No. 10 screw

into 43 mil steel

or thicker

1.5

For SI: 1 inch = 25.4 mm, 1 mil = 0.0254 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. DR = Design required. o.c. = On center. a. Steel framing shall be minimum 33 ksi steel for 33 mil and 43 mil steel, and 50 ksi steel for 54 mil steel or thicker. b. Screws shall comply with the requirements of ASTM C 1513. c. Foam sheathing shall have a minimum compressive strength of 15 psi in accordance with ASTM C 578 or ASTM C 1289.

362

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

WALL COVERING

FURRING MATERIAL

TABLE R703.16.2 FURRING MINIMUM FASTENING REQUIREMENTS FOR APPLICATION OVER FOAM PLASTIC
SHEATHING TO SUPPORT CLADDING WEIGHTa

FRAMING MEMBER

FASTENER TYPE AND MINIMUM
SIZEb

MINIMUM PENETRATION
INTO WALL FRAMING (inches)

FASTENER SPACING IN
FURRING (inches)

MAXIMUM THICKNESS OF FOAM SHEATHINGd (inches)

16 o.c. Furringe

24 o.c. Furringe

Cladding Weight:

3 psf

11 psf

25 psf

3 psf

11 psf

25 psf

33 mil

No. 8 screw

Steel thickness + 3
threads

12 16 24

Minimum 33 mil Steel

Steel Stud

No. 10 screw

Steel thickness + 3
threads

12 16 24

Furring or

Minimum 1 Wood Furringc

43 mil

No. 8 Screw

Steel thickness + 3
threads

12 16 24

or thicker

Steel Stud

No. 10 screw

Steel thickness + 3
threads

12 16 24

1.5

0.5

1.5

0.5

1.5

0.5

For SI: 1 inch = 25.4 mm, 1 mil = 0.0254 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. DR = Design required. o.c. = On center.
a. Wood furring shall be Spruce-pine-fir or any softwood species with a specific gravity of 0.42 or greater. Steel furring shall be minimum 33 ksi steel. Steel studs shall be minimum 33 ksi steel for 33mil and 43 mil thickness, and 50 ksi steel for 54 mil steel or thicker.
b. Screws shall comply with the requirements of ASTM C 1513. c. Where the required cladding fastener penetration into wood material exceeds 3/4 inch and is not more than 11/2 inches, a minimum 2-inch nominal wood
furring or an approved design shall be used.
d. Foam sheathing shall have a minimum compressive strength of 15 psi in accordance with ASTM C 578 or ASTM C 1289. e. Furring shall be spaced not more than 24 inches (610 mm) on center, in a vertical or horizontal orientation. In a vertical orientation, furring shall be located
over wall studs and attached with the required fastener spacing. In a horizontal orientation, the indicated 8-inch and 12-inch fastener spacing in furring shall be achieved by use of two fasteners into studs at 16 inches and 24 inches on center, respectively.

2015 INTERNATIONAL RESIDENTIAL CODE®

363

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

364

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

CHAPTER 8
ROOF-CEILING CONSTRUCTION

SECTION R801 GENERAL
R801.1 Application. The provisions of this chapter shall control the design and construction of the roof-ceiling system for buildings.
R801.2 Requirements. Roof and ceiling construction shall be capable of accommodating all loads imposed in accordance with Section R301 and of transmitting the resulting loads to the supporting structural elements.
R801.3 Roof drainage. In areas where expansive or collapsible soils are known to exist, all dwellings shall have a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface not less than 5 feet (1524 mm) from foundation walls or to an approved drainage system.
SECTION R802 WOOD ROOF FRAMING
R802.1 General. Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.
R802.1.1 Sawn lumber. Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.
R802.1.1.1 End-jointed lumber. Approved endjointed lumber identified by a grade mark conforming to Section R802.1 shall be permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation "Heat-Resistant Adhesive" or "HRA" included in its grade mark.
R802.1.2 Structural glued laminated timbers. Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737.
R802.1.3 Structural log members. Structural log members shall comply with the provisions of ICC 400.
R802.1.4 Structural composite lumber. Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D 5456.
R802.1.5 Fire-retardant-treated wood. Fire-retardanttreated wood (FRTW) is any wood product that, when impregnated with chemicals by a pressure process or other means during manufacture, shall have, when tested in accordance with ASTM E 84 or UL 723, a listed flame spread index of 25 or less and shows no evidence of signif-

icant progressive combustion where the test is continued for an additional 20-minute period. In addition, the flame front shall not progress more than 10.5 feet (3200 mm) beyond the center line of the burners at any time during the test.
R802.1.5.1 Pressure process. For wood products impregnated with chemicals by a pressure process, the process shall be performed in closed vessels under pressures not less than 50 pounds per square inch gauge (psig) (344.7 kPa).
R802.1.5.2 Other means during manufacture. For wood products produced by other means during manufacture the treatment shall be an integral part of the manufacturing process of the wood product. The treatment shall provide permanent protection to all surfaces of the wood product.
R802.1.5.3 Testing. For wood products produced by other means during manufacture, other than a pressure process, all sides of the wood product shall be tested in accordance with and produce the results required in Section R802.1.3. Testing of only the front and back faces of wood structural panels shall be permitted.
R802.1.5.4 Labeling. Fire-retardant-treated lumber and wood structural panels shall be labeled. The label shall contain:
1. The identification mark of an approved agency in accordance with Section 1703.5 of the International Building Code.
2. Identification of the treating manufacturer.
3. The name of the fire-retardant treatment.
4. The species of wood treated.
5. Flame spread index and smoke-developed index.
6. Method of drying after treatment.
7. Conformance to applicable standards in accordance with Sections R802.1.5.5 through R802.1.5.10.
8. For FRTW exposed to weather, or a damp or wet location, the words "No increase in the listed classification when subjected to the Standard Rain Test" (ASTM D 2898).
R802.1.5.5 Strength adjustments. Design values for untreated lumber and wood structural panels as specified in Section R802.1 shall be adjusted for fire-retardant-treated wood. Adjustments to design values shall be based upon an approved method of investigation that takes into consideration the effects of the anticipated temperature and humidity to which the fire-retardant-treated wood will be subjected, the type of treatment and redrying procedures.

2015 INTERNATIONAL RESIDENTIAL CODE®

365

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

R802.1.5.6 Wood structural panels. The effect of treatment and the method of redrying after treatment, and exposure to high temperatures and high humidities on the flexure properties of fire-retardant-treated softwood plywood shall be determined in accordance with ASTM D 5516. The test data developed by ASTM D 5516 shall be used to develop adjustment factors, maximum loads and spans, or both for untreated plywood design values in accordance with ASTM D 6305. Each manufacturer shall publish the allowable maximum loads and spans for service as floor and roof sheathing for their treatment.
R802.1.5.7 Lumber. For each species of wood treated, the effect of the treatment and the method of redrying after treatment and exposure to high temperatures and high humidities on the allowable design properties of fire-retardant-treated lumber shall be determined in accordance with ASTM D 5664. The test data developed by ASTM D 5664 shall be used to develop modification factors for use at or near room temperature and at elevated temperatures and humidity in accordance with ASTM D 6841. Each manufacturer shall publish the modification factors for service at temperatures of not less than 80°F (27°C) and for roof framing. The roof framing modification factors shall take into consideration the climatological location.
R802.1.5.8 Exposure to weather. Where fire-retardant-treated wood is exposed to weather or damp or wet locations, it shall be identified as "Exterior" to indicate there is not an increase in the listed flame spread index as defined in Section R802.1.5 when subjected to ASTM D 2898.
R802.1.5.9 Interior applications. Interior fire-retardant-treated wood shall have a moisture content of not over 28 percent when tested in accordance with ASTM D 3201 procedures at 92-percent relative humidity. Interior fire-retardant-treated wood shall be tested in accordance with Section R802.1.5.6 or R802.1.5.7. Interior fireretardant-treated wood designated as Type A shall be tested in accordance with the provisions of this section.
R802.1.5.10 Moisture content. Fire-retardant-treated wood shall be dried to a moisture content of 19 percent or less for lumber and 15 percent or less for wood structural panels before use. For wood kiln dried after treatment (KDAT) the kiln temperatures shall not exceed those used in kiln drying the lumber and plywood submitted for the tests described in Section R802.1.5.6 for plywood and R802.1.5.7 for lumber.
R802.1.6 Cross-laminated timber. Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.
R802.1.7 Engineered wood rim board. Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D 7672. Structural capacities shall be in accordance with ANSI/APA PRR 410 or established in accordance with ASTM D 7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.

R802.2 Design and construction. The framing details required in Section R802 apply to roofs having a minimum slope of three units vertical in 12 units horizontal (25-percent slope) or greater. Roof-ceilings shall be designed and constructed in accordance with the provisions of this chapter and Figures R606.11(1), R606.11(2) and R606.11(3) or in accordance with AWC NDS. Components of roof-ceilings shall be fastened in accordance with Table R602.3(1).
R802.3 Framing details. Rafters shall be framed not more than 11/2-inches (38 mm) offset from each other to ridge board or directly opposite from each other with a gusset plate as a tie. Ridge board shall be not less than 1-inch (25 mm) nominal thickness and not less in depth than the cut end of the rafter. At valleys and hips there shall be a valley or hip rafter not less than 2-inch (51 mm) nominal thickness and not less in depth than the cut end of the rafter. Hip and valley rafters shall be supported at the ridge by a brace to a bearing partition or be designed to carry and distribute the specific load at that point. Where the roof pitch is less than three units vertical in 12 units horizontal (25-percent slope), structural members that support rafters and ceiling joists, such as ridge beams, hips and valleys, shall be designed as beams.
R802.3.1 Ceiling joist and rafter connections. Ceiling joists and rafters shall be nailed to each other in accordance with Table R802.5.1(9), and the rafter shall be nailed to the top wall plate in accordance with Table R602.3(1). Ceiling joists shall be continuous or securely joined in accordance with Table R802.5.1(9) where they meet over interior partitions and are nailed to adjacent rafters to provide a continuous tie across the building where such joists are parallel to the rafters.
Where ceiling joists are not connected to the rafters at the top wall plate, joists connected higher in the attic shall be installed as rafter ties, or rafter ties shall be installed to provide a continuous tie. Where ceiling joists are not parallel to rafters, rafter ties shall be installed. Rafter ties shall be not less than 2 inches by 4 inches (51 mm by 102 mm) (nominal), installed in accordance with the connection requirements in Table R802.5.1(9), or connections of equivalent capacities shall be provided. Where ceiling joists or rafter ties are not provided, the ridge formed by these rafters shall be supported by a wall or girder designed in accordance with accepted engineering practice.
Collar ties or ridge straps to resist wind uplift shall be connected in the upper third of the attic space in accordance with Table R602.3(1).
Collar ties shall be not less than 1 inch by 4 inches (25 mm by 102 mm) (nominal), spaced not more than 4 feet (1219 mm) on center.
R802.3.2 Ceiling joists lapped. Ends of ceiling joists shall be lapped not less than 3 inches (76 mm) or butted over bearing partitions or beams and toenailed to the bearing member. Where ceiling joists are used to provide resistance to rafter thrust, lapped joists shall be nailed together in accordance with Table R802.5.1(9) and butted joists shall be tied together in a manner to resist such thrust. Joists that do not resist thrust shall be permitted to be nailed in accordance with Table R602.3(1).

366

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

R802.3.3 Blocking. Blocking shall be a minimum of utility grade lumber.
R802.4 Allowable ceiling joist spans. Spans for ceiling joists shall be in accordance with Tables R802.4(1) and R802.4(2). For other grades and species and for other loading conditions, refer to the AWC STJR.
R802.5 Allowable rafter spans. Spans for rafters shall be in accordance with Tables R802.5.1(1) through R802.5.1(8). For other grades and species and for other loading conditions, refer to the AWC STJR. The span of each rafter shall be measured along the horizontal projection of the rafter.

R802.5.1 Purlins. Installation of purlins to reduce the span of rafters is permitted as shown in Figure R802.5.1. Purlins shall be sized not less than the required size of the rafters that they support. Purlins shall be continuous and shall be supported by 2-inch by 4-inch (51 mm by 102 mm) braces installed to bearing walls at a slope not less than 45 degrees (0.79 rad) from the horizontal. The braces shall be spaced not more than 4 feet (1219 mm) on center and the unbraced length of braces shall not exceed 8 feet (2438 mm).

TABLE R802.4(1) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics without storage, live load = 10 psf, L/ = 240)

DEAD LOAD = 5 psf

CEILING JOIST SPACING (inches)

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

Maximum ceiling joist spans

(feet - inches)

Douglas fir-larch

13-2

20-8

Note a

Douglas fir-larch

12-8

19-11

Note a

Douglas fir-larch

12-5

19-6

25-8

Douglas fir-larch

11-1

16-3

20-7

Hem-fir

12-5

19-6

25-8

Hem-fir

12-2

19-1

25-2

Hem-fir

11-7

18-2

24-0

Hem-fir

Southern pine

10-10 12-11

15-10 20-3

20-1 Note a

Southern pine

12-5

19-6

25-8

Southern pine

11-10

18-8

24-7

Southern pine

10-1

14-11

18-9

Spruce-pine-fir

12-2

19-1

25-2

Spruce-pine-fir

11-10

18-8

24-7

Spruce-pine-fir

11-10

18-8

24-7

Spruce-pine-fir

10-10

15-10

20-1

Douglas fir-larch

11-11

18-9

24-8

Douglas fir-larch

11-6

18-1

23-10

Douglas fir-larch

11-3

17-8

23-4

Douglas fir-larch

9-7

14-1

17-10

Hem-fir

11-3

17-8

23-4

Hem-fir

11-0

17-4

22-10

Hem-fir

10-6

16-6

21-9

Hem-fir

Southern pine

9-5

13-9

17-5

11-9

18-5

24-3

Southern pine

11-3

17-8

23-10

Southern pine

10-9

16-11

21-7

Southern pine

8-9

12-11

16-3

Spruce-pine-fir

11-0

17-4

22-10

Spruce-pine-fir

10-9

16-11

22-4

Spruce-pine-fir

10-9

16-11

22-4

Spruce-pine-fir

9-5

13-9

17-5

2 × 10
(feet - inches)
Note a Note a Note a 25-2 Note a Note a Note a 24-6 Note a Note a Note a 22-9 Note a Note a Note a 24-6 Note a Note a Note a 21-9 Note a Note a Note a 21-3 Note a Note a 25-7 19-9 Note a Note a Note a 21-3

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

367

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.4(1)--continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics without storage, live load = 10 psf, L/ = 240)

DEAD LOAD = 5 psf

CEILING JOIST SPACING (inches)

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

Maximum ceiling joist spans

(feet - inches)

Douglas fir-larch

11-3

17-8

23-3

Douglas fir-larch

10-10

17-0

22-5

Douglas fir-larch

10-7

16-8

21-4

Douglas fir-larch

8-9

12-10

16-3

Hem-fir

10-7

16-8

21-11

Hem-fir

10-4

16-4

21-6

Hem-fir

9-11

15-7

20-6

Hem-fir

19.2

Southern -pine

8-7

12-6

15-10

11-0

17-4

22-10

Southern pine

10-7

16-8

22-0

Southern pine

10-2

15-7

19-8

Southern pine

8-0

11-9

14-10

Spruce-pine-fir

10-4

16-4

21-6

Spruce-pine-fir

10-2

15-11

21-0

Spruce-pine-fir

10-2

15-11

21-0

Spruce-pine-fir

8-7

12-6

15-10

Douglas fir-larch

10-5

16-4

21-7

Douglas fir-larch

10-0

15-9

20-1

Douglas fir-larch

9-10

15-0

19-1

Douglas fir-larch

7-10

11-6

14-7

Hem-fir

9-10

15-6

20-5

Hem-fir

9-8

15-2

19-10

Hem-fir

9-2

14-5

18-6

Hem-fir

Southern pine

7-8

11-2

14-2

10-3

16-1

21-2

Southern pine

9-10

15-6

20-5

Southern pine

9-3

13-11

17-7

Southern pine

7-2

10-6

13-3

Spruce-pine-fir

9-8

15-2

19-11

Spruce-pine-fir

9-5

14-9

18-9

Spruce-pine-fir

9-5

14-9

18-9

Spruce-pine-fir

7-8

11-2

14-2

Check sources for availability of lumber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Span exceeds 26 feet in length.

2 × 10
(feet - inches)
Note a Note a 26-0 19-10 Note a Note a 25-3 19-5 Note a Note a 23-5 18-0 Note a 25-8 25-8 19-5 Note a 24-6 23-3 17-9 Note a 24-3 22-7 17-4 Note a 24-0 20-11 16-1 25-5 22-11 22-11 17-4

368

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.4(2) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics with limited storage, live load = 20 psf, L/ = 240)

DEAD LOAD = 10 psf

CEILING JOIST SPACING (inches)

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

Maximum ceiling joist spans

(feet - inches)

Douglas fir-larch

10-5

16-4

21-7

Douglas fir-larch

10-0

15-9

20-1

Douglas fir-larch

9-10

15-0

19-1

Douglas fir-larch

7-10

11-6

14-7

Hem-fir

9-10

15-6

20-5

Hem-fir

9-8

15-2

19-10

Hem-fir

9-2

14-5

18-6

Hem-fir

Southern pine

7-8

11-2

14-2

10-3

16-1

21-2

Southern pine

9-10

15-6

20-5

Southern pine

9-3

13-11

17-7

Southern pine

7-2

10-6

13-3

Spruce-pine-fir

9-8

15-2

19-11

Spruce-pine-fir

9-5

14-9

18-9

Spruce-pine-fir

9-5

14-9

18-9

Spruce-pine-fir

7-8

11-2

14-2

Douglas fir-larch

9-6

14-11

19-7

Douglas fir-larch

9-1

13-9

17-5

Douglas fir-larch

8-11

13-0

16-6

Douglas fir-larch

6-10

9-11

12-7

Hem-fir

8-11

14-1

18-6

Hem-fir

8-9

13-7

17-2

Hem-fir

8-4

12-8

16-0

Hem-fir

Southern pine

6-8

9-8

12-4

9-4

14-7

19-3

Southern pine

8-11

14-0

17-9

Southern pine

8-0

12-0

15-3

Southern pine

6-2

9-2

11-6

Spruce-pine-fir

8-9

13-9

18-1

Spruce-pine-fir

8-7

12-10

16-3

Spruce-pine-fir

8-7

12-10

16-3

Spruce-pine-fir

6-8

9-8

12-4

(continued)

2 × 10
(feet - inches)
Note a 24-6 23-3 17-9 Note a 24-3 22-7 17-4 Note a 24-0 20-11 16-1 25-5 22-11 22-11 17-4 25-0 21-3 20-2 15-5 23-8 21-0 19-7 15-0 24-7 20-9 18-1 14-0 23-1 19-10 19-10 15-0

2015 INTERNATIONAL RESIDENTIAL CODE®

369

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.4(2)--continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics with limited storage, live load = 20 psf, L/ = 240)

DEAD LOAD = 10 psf

CEILING JOIST SPACING (inches)

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

Maximum ceiling joist spans

(feet - inches)

Douglas fir-larch

8-11

14-0

18-5

Douglas fir-larch

8-7

12-6

15-10

Douglas fir-larch

8-2

11-11

15-1

Douglas fir-larch

6-2

9-1

11-6

Hem-fir

8-5

13-3

17-5

Hem-fir

8-3

12-4

15-8

Hem-fir

7-10

11-7

14-8

Hem-fir

19.2

Southern pine

6-1

8-10

11-3

8-9

13-9

18-2

Southern pine

8-5

12-9

16-2

Southern pine

7-4

11-0

13-11

Southern pine

5-8

8-4

10-6

Spruce-pine-fir

8-3

12-11

17-1

Spruce-pine-fir

8-0

11-9

14-10

Spruce-pine-fir

8-0

11-9

14-10

Spruce-pine-fir

6-1

8-10

11-3

Douglas fir-larch

8-3

13-0

17-2

Douglas fir-larch

7-8

11-2

14-2

Douglas fir-larch

7-3

10-8

13-6

Douglas fir-larch

5-7

8-1

10-3

Hem-fir

7-10

12-3

16-2

Hem-fir

7-7

11-1

14-0

Hem-fir

7-1

10-4

13-1

Hem-fir

Southern pine

5-5

7-11

10-0

8-1

12-9

16-10

Southern pine

7-8

11-5

14-6

Southern pine

6-7

9-10

12-6

Southern pine

5-1

7-5

9-5

Spruce-pine-fir

7-8

12-0

15-10

Spruce-pine-fir

7-2

10-6

13-3

Spruce-pine-fir

7-2

10-6

13-3

Spruce-pine-fir

5-5

7-11

10-0

Check sources for availability of lumber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Span exceeds 26 feet in length.

2 × 10
(feet - inches)
23-7 19-5 18-5 14-1 22-3 19-2 17-10 13-8 23-1 18-11 16-6 12-9 21-8 18-2 18-2 13-8 21-3 17-4 16-5 12-7 20-6 17-1 16-0 12-3 21-6 16-11 14-9 11-5 19-5 16-3 16-3 12-3

370

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

RAFTER SPACING (inches)
12
16
19.2

TABLE R802.5.1(1) RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load = 20 psf, ceiling not attached to rafters, L/ = 180)

ROOF-CEILING CONSTRUCTION

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

2 × 8

2 × 10 2 × 12

Douglas fir-larch Douglas fir-larch Douglas fir-larch Douglas fir-larch Hem-fir Hem-fir Hem-fir Hem-fir Southern pine Southern pine Southern pine Southern pine Spruce-pine-fir Spruce-pine-fir Spruce-pine-fir Spruce-pine-fir Douglas fir-larch Douglas fir-larch Douglas fir-larch Douglas fir-larch Hem-fir Hem-fir Hem-fir Hem-fir Southern pine Southern pine Southern pine Southern pine Spruce-pine-fir Spruce-pine-fir Spruce-pine-fir Spruce-pine-fir Douglas fir-larch Douglas fir-larch Douglas fir-larch Douglas fir-larch Hem-fir Hem-fir Hem-fir Hem-fir Southern pine Southern pine Southern pine Southern pine Spruce-pine-fir Spruce-pine-fir Spruce-pine-fir Spruce-pine-fir

(feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet inches) inches) inches) inches) inches) inches) inches) inches) inches) inches)

SS 11-6 18-0 23-9 Note b Note b 11-6 18-0 23-9 Note b Note b

#1 11-1 17-4 22-5 Note b Note b 10-6 15-4 19-5 23-9 Note b

#2 10-10 16-10 21-4 26-0 Note b 10-0 14-7 18-5 22-6 26-0

#3 8-9 12-10 16-3 19-10 23-0 7-7 11-1 14-1 17-2 19-11

SS 10-10 17-0 22-5 Note b Note b 10-10 17-0 22-5 Note b Note b

#1 10 -7 16-8 22-0 Note b Note b 10-4 15-2 19-2 23-5 Note b

#2 10-1 15-11 20-8 25-3 Note b 9-8 14-2 17-11 21-11 25-5

#3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6

SS 11-3 17-8 23-4 Note b Note b 11-3 17-8 23-4 Note b Note b

#1 10-10 17-0 22-5 Note b Note b 10-6 15-8 19-10 23-2 Note b

#2 10-4 15-7 19-8 23-5 Note b 9-0 13-6 17-1 20-3 23-10

#3 8-0 11-9 14-10 18-0 21-4 6-11 10-2 12-10 15-7 18-6

SS 10-7 16-8 21-11 Note b Note b 10-7 16-8 21-9 Note b Note b

#1 10-4 16-3 21-0 25-8 Note b 9-10 14-4 18-2 22-3 25-9

#2 10-4 16-3 21-0 25-8 Note b 9-10 14-4 18-2 22-3 25-9

#3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6

SS 10-5 16-4 21-7 Note b Note b 10-5 16-3 20-7 25-2 Note b

#1 10-0 15-4 19-5 23-9 Note b 9-1 13-3 16-10 20-7 23-10

#2 9-10 14-7 18-5 22-6 26-0 8-7 12-7 16-0 19-6 22-7

#3 7-7 11-1 14-1 17-2 19-11 6-7

9-8 12-12 14-11 17-3

SS 9-10 15-6 20-5 Note b Note b 9-10 15-6 19-11 24-4 Note b

#1 9-8 15-2 19-2 23-5 Note b 9-0 13-1 16-7 20-4 23-7

#2 9-2 14-2 17-11 21-11 25-5 8-5 12-3 15-6 18-11 22-0

#3 7-5 10-10 13-9 16-9 19-6 6-5

9-5 11-11 14-6 16-10

SS 10-3 16-1 21-2 Note b Note b 10-3 16-1 21-2 25-7 Note b

#1 9-10 15-6 19-10 23-2 Note b 9-1 13-7 17-2 20-1 23-10

#2 9-0 13-6 17-1 20-3 23-10 7-9 11-8 14-9 17-6 20-8

#3 6-11 10-2 12-10 15-7 18-6 6-0 8-10 11-2 13-6 16-0

SS 9-8 15-2 19-11 25-5 Note b 9-8 14-10 18-10 23-0 Note b

#1 9-5 14-4 18-2 22-3 25-9 8-6 12-5 15-9 19-3 22-4

#2 9-5 14-4 18-2 22-3 25-9 8-6 12-5 15-9 19-3 22-4

#3 7-5 10-10 13-9 16-9 19-6 6-5

9-5 11-11 14-6 16-10

SS 9-10 15-5 20-4 25-11 Note b 9-10 14-10 18-10 23-0 Note b

#1 9-5 14-0 17-9 21-8 25-2 8-4 12-2 15-4 18-9 21-9

#2 9-1 13-3 16-10 20-7 23-10 7-10 11-6 14-7 17-10 20-8

#3 6-11 10-2 12-10 15-8 18-3 6-0

8-9 11-2 12-7 15-9

SS 9-3 14-7 19-2 24-6 Note b 9-3 14-4 18-2 22-3 25-9

#1 9-1 13-10 17-6 21-5 24-10 8-2 12-0 15-2 18-6 21-6

#2 8-8 12-11 16-4 20-0 23-2 7-8 11-2 14-2 17-4 20-1

#3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3 15-5

SS 9-8 15-2 19-11 25-5 Note b 9-8 15-2 19-7 23-4 Note b

#1 9-3 14-3 18-1 21-2 25-2 8-4 12-4 15-8 18-4 21-9

#2 8-2 12-3 15-7 18-6 21-9 7-1 10-8 13-6 16-0 18-10

#3 6-4

9-4 11-9 14-3 16-10 5-6

8-1 10-2 12-4 14-7

SS 9-1 14-3 18-9 23-11 Note b 9-1 13-7 17-2 21-0 24-4

#1 8-10 13-1 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4

#2 8-10 13-1 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4

#3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3 15-5

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

371

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.5.1(1)--continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load = 20 psf, ceiling not attached to rafters, L/ = 180)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

RAFTER SPACING (inches)

SPECIES AND GRADE

2 × 4
(feet inches)

2 × 6
(feet inches)

2 × 8
(feet inches)

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

(feet - (feet - (feet - (feet inches) inches) inches) inches)

2 × 8
(feet inches)

2 × 10
(feet inches)

2 × 12
(feet inches)

Douglas fir-larch SS 9-1 14-4 18-10 23-9 Note b 9-1 13-3 16-10 20-7 23-10

Douglas fir-larch #1 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6

Douglas fir-larch #2 8-2 11-11 15-1 18-5 21-4 7-0 10-4 13-0 15-11 18-6

Douglas fir-larch #3 6-2

9-1 11-6 14-1 16-3 5-4 7-10 10-0 12-2 14-1

Hem-fir

SS 8-7 13-6 17-10 22-9 Note b 8-7 12-10 16-3 19-10 23-0

Hem-fir

#1 8-5 12-4 15-8 19-2 22-2 7-4 10-9 13-7 16-7 19-3

Hem-fir

#2 7-11 11-7 14-8 17-10 20-9 6-10 10-0 12-8 15-6 17-11

Hem-fir 24
Southern pine

#3 6-1 8-10 11-3 13-8 15-11 5-3

7-8

9-9 11-10 13-9

SS 8-11 14-1 18-6 23-8 Note b 8-11 13-10 17-6 20-10 24-8

Southern pine

#1 8-7 12-9 16-2 18-11 22-6 7-5 11-1 14-0 16-5 19-6

Southern pine

#2 7-4 11-0 10-11 16-6 19-6 6-4

9-6 12-1 14-4 16-10

Southern pine Spruce-pine-fir Spruce-pine-fir Spruce-pine-fir Spruce-pine-fir

#3 5-8 SS 8-5 #1 8-0 #2 8-0 #3 6-1

8-4 10-6 12-9 15-1 4-11 13-3 17-5 21-8 25-2 8-4 11-9 14-10 18-2 21-0 6-11 11-9 14-10 18-2 21-0 6-11 8-10 11-3 13-8 15-11 5-3

7-3

9-1 11-0 13-1

12-2 15-4 18-9 21-9

10-2 12-10 15-8 18-3

7-8

9-9 11-10 13-9

Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the
rafters on the bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the following factors:

HC/HR
1/3 1/4 1/5 1/6 1/7.5 or less

Rafter Span Adjustment Factor
0.67 0.76 0.83 0.90 1.00

where:
HC = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR = Height of roof ridge measured vertically above the top of the rafter support walls. b. Span exceeds 26 feet in length.

372

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

RAFTER SPACING (inches)
12
16
19.2

TABLE R802.5.1(2) RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load = 20 psf, ceiling attached to rafters, L/ = 240)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

2 × 8

2 × 10

(feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet inches) inches) inches) inches) inches) inches) inches) inches) inches)

Douglas fir-larch SS 10-5 16-4 21-7 Note b Note b 10-5 16-4 21-7 Note b

Douglas fir-larch #1 10-0 15-9 20-10 Note b Note b 10-0 15-4 19-5 23-9

Douglas fir-larch #2 9-10 15-6 20-5 26-0 Note b 9-10 14-7 18-5 22-6

Douglas fir-larch #3 8-9 12-10 16-3 19-10 23-0 7-7 11-1 14-1 17-2

Hem-fir

SS 9-10 15-6 20-5 Note b Note b 9-10 15-6 20-5 Note b

Hem-fir

#1 9-8 15-2 19-11 25-5 Note b 9-8 15-2 19-2 23-5

Hem-fir

#2 9-2 14-5 19-0 24-3 Note b 9-2 14-2 17-11 21-11

Hem-fir

#3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9

Southern pine

SS 10-3 16-1 21-2 Note b Note b 10-3 16-1 21-2 Note b

Southern pine

#1 9-10 15-6 20-5 Note b Note b 9-10 15-6 19-10 23-2

Southern pine

#2 9-5 14-9 19-6 23-5 Note b 9-0 13-6 17-1 20-3

Southern pine

#3 8-0 11-9 14-10 18-0 21-4 6-11 10-2 12-10 15-7

Spruce-pine-fir

SS 9-8 15-2 19-11 25-5 Note b 9-8 15-2 19-11 25-5

Spruce-pine-fir

#1 9-5 14-9 19-6 24-10 Note b 9-5 14-4 18-2 22-3

Spruce-pine-fir

#2 9-5 14-9 19-6 24-10 Note b 9-5 14-4 18-2 22-3

Spruce-pine-fir

#3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9

Douglas fir-larch SS 9-6 14-11 19-7 25-0 Note b 9-6 14-11 19-7 25-0

Douglas fir-larch #1 9-1 14-4 18-11 23-9 Note b 9-1 13-3 16-10 20-7

Douglas fir-larch #2 8-11 14-1 18-5 22-6 26-0 8-7 12-7 16-0 19-6

Douglas fir-larch

#3 7-7 11-1 14-1 17-2 19-11 6-7

9-8 12-2 14-11

Hem-fir

SS 8-11 14-1 18-6 23-8 Note b 8-11 14-1 18-6 23-8

Hem-fir

#1 8-9 13-9 18-1 23-1 Note b 8-9 13-1 16-7 20-4

Hem-fir

#2 8-4 13-1 17-3 21-11 25-5 8-4 12-3 15-6 18-11

Hem-fir

#3 7-5 10-10 13-9 16-9 19-6 6-5

9-5 11-11 14-6

Southern pine

SS 9-4 14-7 19-3 24-7 Note b 9-4 14-7 19-3 24-7

Southern pine

#1 8-11 14-1 18-6 23-2 Note b 8-11 13-7 17-2 20-1

Southern pine

#2 8-7 13-5 17-1 20-3 23-10 7-9 11-8 14-9 17-6

Southern pine

#3 6-11 10-2 12-10 15-7 18-6 6-0 8-10 11-2 13-6

Spruce-pine-fir

SS 8-9 13-9 18-1 23-1 Note b 8-9 13-9 18-1 23-0

Spruce-pine-fir

#1 8-7 13-5 17-9 22-3 25-9 8-6 12-5 15-9 19-3

Spruce-pine-fir

#2 8-7 13-5 17-9 22-3 25-9 8-6 12-5 15-9 19-3

Spruce-pine-fir

#3 7-5 10-10 13-9 16-9 19-6 6-5

9-5 11-11 14-6

Douglas fir-larch SS 8-11 14-0 18-5 23-7 Note b 8-11 14-0 18-5 23-0

Douglas fir-larch #1 8-7 13-6 17-9 21-8 25-2 8-4 12-2 15-4 18-9

Douglas fir-larch #2 8-5 13-3 16-10 20-7 23-10 7-10 11-6 14-7 17-10

Douglas fir-larch

#3 6-11 10-2 12-10 15-8 18-3 6-0

8-9 11-2 13-7

Hem-fir

SS 8-5 13-3 17-5 22-3 Note b 8-5 13-3 17-5 22-3

Hem-fir

#1 8-3 12-11 17-1 21-5 24-10 8-2 12-0 15-2 18-6

Hem-fir

#2 7-10 12-4 16-3 20-0 23-2 7-8 11-2 14-2 17-4

Hem-fir

#3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3

2 × 12
(feet inches)
Note b Note b 26-0 19-11 Note b Note b 25-5 19-6 Note b Note b 23-10 18-6 Note b 25-9 25-9 19-6 Note b 23-10 22-7 17-3 Note b 23-7 22-0 16-10 Note b 23-10 20-8 16-0 Note b 22-4 22-4 16-10 Note b 21-9 20-8 15-9 25-9 21-6 20-1 15-5

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

373

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.5.1(2)--continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load = 20 psf, ceiling attached to rafters, L/ = 240)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

RAFTER SPACING (inches)

SPECIES AND GRADE

2 × 4
(feet inches)

2 × 6
(feet inches)

2 × 8
(feet inches)

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

(feet - (feet - (feet - (feet inches) inches) inches) inches)

2 × 8
(feet inches)

2 × 10
(feet inches)

2 × 12
(feet inches)

Southern pine

SS 8-9 13-9 18-2 23-1 Note b 8-9 13-9 18-2 23-1 Note b

Southern pine

#1 8-5 13-3 17-5 21-2 25-2 8-4 12-4 15-8 18-4 21-9

Southern pine

#2 8-1 12-3 15-7 18-6 21-9 7-1 10-8 13-6 16-0 18-10

Southern pine 19.2
Spruce-pine-fir

#3 6-4

9-4 11-9 14-3 16-10 5-6

8-1 10-2 12-4 14-7

SS 8-3 12-11 17-1 21-9 Note b 8-3 12-11 17-1 21-0 24-4

Spruce-pine-fir

#1 8-1 12-8 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4

Spruce-pine-fir

#2 8-1 12-8 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4

Spruce-pine-fir

#3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3 15-5

Douglas fir-larch SS 8-3 13-0 17-2 21-10 Note b 8-3 13-0 16-10 20-7 23-10

Douglas fir-larch #1 8-0 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6

Douglas fir-larch #2 7-10 11-11 15-1 18-5 21-4 7-0 10-4 13-0 15-11 18-6

Douglas fir-larch

#3 6-2

9-1 11-6 14-1 16-3 5-4 7-10 10-0 12-2 14-1

Hem-fir

SS 7-10 12-3 16-2 20-8 25-1 7-10 12-3 16-2 19-10 23-0

Hem-fir

#1 7-8 12-0 15-8 19-2 22-2 7-4 10-9 13-7 16-7 19-3

Hem-fir

#2 7-3 11-5 14-8 17-10 20-9 6-10 10-0 12-8 15-6 17-11

Hem-fir 24
Southern pine

#3 6-1 SS 8-1

8-10 11-3 13-8 15-11 5-3 12-9 16-10 21-6 Note b 8-1

7-8

9-9 11-10 13-9

12-9 16-10 20-10 24-8

Southern pine

#1 7-10 12-3 16-2 18-11 22-6 7-5 11-1 14-0 16-5 19-6

Southern pine

#2 7-4 11-0 13-11 16-6 19-6 6-4

9-6 12-1 14-4 16-10

Southern pine

#3 5-8

8-4 10-6 12-9 15-1 4-11 7-3

9-1 11-0 13-1

Spruce-pine-fir

SS 7-8 12-0 15-10 20-2 24-7 7-8 12-0 15-4 18-9 21-9

Spruce-pine-fir

#1 7-6 11-9 14-10 18-2 21-0 6-11 10-2 12-10 15-8 18-3

Spruce-pine-fir

#2 7-6 11-9 14-10 18-2 21-0 6-11 10-2 12-10 15-8 18-3

Spruce-pine-fir

#3 6-1 8-10 11-3 13-8 15-11 5-3

7-8

9-9 11-10 13-9

HC/HR
1/3 1/4 1/5 1/6 1/7.5 or less

Rafter Span Adjustment Factor
0.67 0.76 0.83 0.90 1.00

374

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

RAFTER SPACING (inches)
12
16
19.2

TABLE R802.5.1(3) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load = 30 psf, ceiling not attached to rafters, L/ = 180)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

2 × 8

2 × 10

(feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet inches) inches) inches) inches) inches) inches) inches) inches) inches)

Douglas fir-larch SS 10-0 15-9 20-9 Note b Note b 10-0 15-9 20-5 24-11

Douglas fir-larch #1 9-8 14-9 18-8 22-9 Note b 9-0 13-2 16-8 20-4

Douglas fir-larch #2 9-6 14-0 17-8 21-7 25-1 8-6 12-6 15-10 19-4

Douglas fir-larch

#3 7-3 10-8 13-6 16-6 19-2 6-6

9-6 12-1 14-9

Hem-fir

SS 9-6 14-10 19-7 25-0 Note b 9-6 14-10 19-7 24-1

Hem-fir

#1 9-3 14-6 18-5 22-6 26-0 8-11 13-0 16-6 20-1

Hem-fir

#2 8-10 13-7 17-2 21-0 24-4 8-4 12-2 15-4 18-9

Hem-fir

#3 7-1 10-5 13-2 16-1 18-8 6-4

9-4 11-9 14-5

Southern pine

SS 9-10 15-6 20-5 Note b Note b 9-10 15-6 20-5 25-4

Southern pine

#1 9-6 14-10 19-0 22-3 Note b 9-0 13-5 17-0 19-11

Southern pine

#2 8-7 12-11 16-4 19-5 22-10 7-8 11-7 14-8 17-4

Southern pine

#3 6-7

9-9 12-4 15-0 17-9 5-11 8-9 11-0 13-5

Spruce-pine-fir

SS 9-3 14-7 19-2 24-6 Note b 9-3 14-7 18-8 22-9

Spruce-pine-fir

#1 9-1 13-9 17-5 21-4 24-8 8-5 12-4 15-7 19-1

Spruce-pine-fir

#2 9-1 13-9 17-5 21-4 24-8 8-5 12-4 15-7 19-1

Spruce-pine-fir

#3 7-1 10-5 13-2 16-1 18-8 6-4

9-4 11-9 14-5

Douglas fir-larch SS 9-1 14-4 18-10 24-1 Note b 9-1 14-0 17-8 21-7

Douglas fir-larch #1 8-9 12-9 16-2 19-9 22-10 7-10 11-5 14-5 17-8

Douglas fir-larch #2 8-3 12-1 15-4 18-9 21-8 7-5 10-10 13-8 16-9

Douglas fir-larch

#3 6-4

9-3 11-8 14-3 16-7 5-8

8-3 10-6 12-9

Hem-fir

SS 8-7 13-6 17-10 22-9 Note b 8-7 13-6 17-1 20-10

Hem-fir

#1 8-5 12-7 15-11 19-6 22-7 7-8 11-3 14-3 17-5

Hem-fir

#2 8-0 11-9 14-11 18-2 21-1 7-2 10-6 13-4 16-3

Hem-fir

#3 6-2

9-0 11-5 13-11 16-2 5-6

8-1 10-3 12-6

Southern pine

SS 8-11 14-1 18-6 23-8 Note b 8-11 14-1 18-5 1-11

Southern pine

#1 8-7 13-0 16-6 19-3 22-10 7-10 11-7 14-9 17-3

Southern pine

#2 7-6 11-2 14-2 16-10 19-10 6-8 10-0 12-8 15-1

Southern pine

#3 5-9

8-6 10-8 13-0 15-4 5-2

7-7

9-7 11-7

Spruce-pine-fir

SS 8-5 13-3 17-5 22-1 25-7 8-5 12-9 16-2 19-9

Spruce-pine-fir

#1 8-2 11-11 15-1 18-5 21-5 7-3 10-8 13-6 16-6

Spruce-pine-fir

#2 8-2 11-11 15-1 18-5 21-5 7-3 10-8 13-6 16-6

Spruce-pine-fir

#3 6-2

9-0 11-5 13-11 16-2 5-6

8-1 10-3 12-6

Douglas fir-larch SS 8-7 13-6 17-9 22-1 25-7 8-7 12-9 16-2 19-9

Douglas fir-larch #1 7-11 11-8 14-9 18-0 20-11 7-1 10-5 13-2 16-1

Douglas fir-larch #2 7-7 11-0 14-0 17-1 19-10 6-9 9-10 12-6 15-3

Douglas fir-larch

#3 5-9

8-5 10-8 13-1 15-2 5-2

7-7

9-7 11-8

Hem-fir

SS 8-1 12-9 16-9 21-4 24-8 8-1 12-4 15-7 19-1

Hem-fir

#1 7-10 11-6 14-7 17-9 20-7 7-0 10-3 13-0 15-11

Hem-fir

#2 7-4 10-9 13-7 16-7 19-3 6-7

9-7 12-2 14-10

Hem-fir

#3 5-7

8-3 10-5 12-9 14-9 5-0

7-4

9-4 11-5

2 × 12
(feet inches)
Note b 23-7 22-5 17-1 Note b 23-4 21-9 16-8 Note b 23-7 20-5 15-10 Note b 22-1 22-1 16-8 25-1 20-5 19-5 14-10 24-2 20-2 18-10 14-6 25-11 20-5 17-9 13-9 22-10 19-2 19-2 14-6 22-10 18-8 17-9 13-6 22-1 18-5 17-3 13-2

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

375

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.5.1(3)--continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load = 30 psf, ceiling not attached to rafters, L/ = 180)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

RAFTER SPACING (inches)

SPECIES AND GRADE

2 × 4
(feet inches)

2 × 6
(feet inches)

2 × 8
(feet inches)

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

(feet - (feet - (feet - (feet inches) inches) inches) inches)

2 × 8
(feet inches)

2 × 10
(feet inches)

2 × 12
(feet inches)

Southern pine

SS 8-5 13-3 17-5 22-3 Note b 8-5 13-3 16-10 20-0 23-7

Southern pine

#1 8-0 11-10 15-1 17-7 20-11 7-1 10-7 13-5 15-9 18-8

Southern pine

#2 6-10 10-2 12-11 15-4 18-1 6-1

9-2 11-7 13-9 16-2

Southern pine 19.2
Spruce-pine-fir

#3 5-3

7-9

9-9 11-10 14-0 4-8 6-11 8-9 10-7 12-6

SS 7-11 12-5 16-5 20-2 23-4 7-11 11-8 14-9 18-0 20-11

Spruce-pine-fir

#1 7-5 10-11 13-9 16-10 19-6 6-8

9-9 12-4 15-1 17-6

Spruce-pine-fir

#2 7-5 10-11 13-9 16-10 19-6 6-8

9-9 12-4 15-1 17-6

Spruce-pine-fir

#3 5-7

8-3 10-5 12-9 14-9 5-0

7-4

9-4 11-5 13-2

Douglas fir-larch SS 8-0 12-6 16-2 19-9 22-10 7-10 11-5 14-5 17-8 20-5

Douglas fir-larch

#1 7-1 10-5 13-2 16-1 18-8 6-4

9-4 11-9 14-5 16-8

Douglas fir-larch #2 6-9 9-10 12-6 15-3 17-9 6-0 8-10 11-2 13-8 15-10

Douglas fir-larch

#3 5-2

7-7

9-7 11-8 13-6 4-7

6-9

8-7 10-5 12-1

Hem-fir

SS 7-6 11-10 15-7 19-1 22-1 7-6 11-0 13-11 17-0 19-9

Hem-fir

#1 7-0 10-3 13-0 15-11 18-5 6-3

9-2 11-8 14-3 16-6

Hem-fir

#2 6-7

9-7 12-2 14-10 17-3 5-10 8-7 10-10 13-3 15-5

Hem-fir 24
Southern pine

#3 5-0

7-4

9-4 11-5 13-2 4-6

6-7

8-4 10-2 11-10

SS 7-10 12-3 16-2 20-0 23-7 7-10 11-10 15-0 17-11 21-2

Southern pine

#1 7-1 10-7 13-5 15-9 18-8 6-4

9-6 12-0 14-1 16-8

Southern pine

#2 6-1

9-2 11-7 13-9 16-2 5-5

8-2 10-4 12-3 14-6

Southern pine

#3 4-8 6-11 8-9 10-7 12-6 4-2

6-2 7-10 9-6 11-2

Spruce-pine-fir

SS 7-4 11-7 14-9 18-0 20-11 7-1 10-5 13-2 16-1 18-8

Spruce-pine-fir

#1 6-8

9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Spruce-pine-fir

#2 6-8

9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Spruce-pine-fir

#3 5-0

7-4

9-4 11-5 13-2 4-6

6-7

8-4 10-2 11-10

HC/HR
1/3 1/4 1/5 1/6 1/7.5 or less

Rafter Span Adjustment Factor
0.67 0.76 0.83 0.90 1.00

376

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

RAFTER SPACING (inches)
12
16
19.2

TABLE R802.5.1(4) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load = 50 psf, ceiling not attached to rafters, L/ = 180)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

2 × 8

2 × 10

(feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet inches) inches) inches) inches) inches) inches) inches) inches) inches)

Douglas fir-larch SS 8-5 13-3 17-6 22-4 26-0 8-5 13-3 17-3 21-1

Douglas fir-larch #1 8-2 12-0 15-3 18-7 21-7 7-7 11-2 14-1 17-3

Douglas fir-larch #2 7-10 11-5 14-5 17-8 20-5 7-3 10-7 13-4 16-4

Douglas fir-larch

#3 6-0

8-9 11-0 13-6 15-7 5-6

8-1 10-3 12-6

Hem-fir

SS 8-0 12-6 16-6 21-1 25-6 8-0 12-6 16-6 20-4

Hem-fir

#1 7-10 11-10 15-0 18-4 21-3 7-6 11-0 13-11 17-0

Hem-fir

#2 7-5 11-1 14-0 17-2 19-11 7-0 10-3 13-0 15-10

Hem-fir

#3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2

Southern pine

SS 8-4 13-1 17-2 21-11 Note b 8-4 13-1 17-2 21-5

Southern pine

#1 8-0 12-3 15-6 18-2 21-7 7-7 11-4 14-5 16-10

Southern pine

#2 7-0 10-6 13-4 15-10 18-8 6-6

9-9 12-4 14-8

Southern pine

#3 5-5

8-0 10-1 12-3 14-6 5-0

7-5

9-4 11-4

Spruce-pine-fir

SS 7-10 12-3 16-2 20-8 24-1 7-10 12-3 15-9 19-3

Spruce-pine-fir

#1 7-8 11-3 14-3 17-5 20-2 7-1 10-5 13-2 16-1

Spruce-pine-fir

#2 7-8 11-3 14-3 17-5 20-2 7-1 10-5 13-2 16-1

Spruce-pine-fir

#3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2

Douglas fir-larch SS 7-8 12-1 15-11 19-9 22-10 7-8 11-10 14-11 18-3

Douglas fir-larch

#1 7-1 10-5 13-2 16-1 18-8 6-7

9-8 12-2 14-11

Douglas fir-larch

#2 6-9 9-10 12-6 15-3 17-9 6-3

9-2 11-7 14-2

Douglas fir-larch

#3 5-2

7-7

9-7 11-18 13-6 4-9

7-0 8-10 10-10

Hem-fir

SS 7-3 11-5 15-0 19-1 22-1 7-3 11-5 14-5 17-8

Hem-fir

#1 7-0 10-3 13-0 15-11 18-5 6-6

9-6 12-1 14-9

Hem-fir

#2 6-7

9-7 12-2 14-10 17-3 6-1 8-11 11-3 13-9

Hem-fir

#3 5-0

7-4

9-4 11-5 13-2 4-8 6-10 8-8 10-6

Southern pine

SS 7-6 11-10 15-7 19-11 23-7 7-6 11-10 15-7 18-6

Southern pine

#1 7-1 10-7 13-5 15-9 18-8 6-7 9-10 12-5 14-7

Southern pine

#2 6-1

9-2 11-7 13-9 16-2 5-8

8-5 10-9 12-9

Southern pine

#3 4-8 6-11 8-9 10-7 12-6 4-4

6-5

8-1 9-10

Spruce-pine-fir

SS 7-1 11-2 14-8 18-0 20-11 7-1 10-9 13-8 15-11

Spruce-pine-fir

#1 6-8

9-9 12-4 15-1 17-6 6-2

9-0 11-5 13-11

Spruce-pine-fir

#2 6-8

9-9 12-4 15-1 17-6 6-2

9-0 11-5 13-11

Spruce-pine-fir

#3 5-0

7-4

9-4 11-5 13-2 4-8 6-10 8-8 10-6

Douglas fir-larch SS 7-3 11-4 14-9 18-0 20-11 7-3 10-9 13-8 16-8

Douglas fir-larch

#1 6-6

9-6 12-0 14-8 17-1 6-0 8-10 11-2 13-7

Douglas fir-larch

#2 6-2

9-0 11-5 13-11 16-2 5-8

8-4 10-9 12-11

Douglas fir-larch

#3 4-8 6-11 8-9 10-8 12-4 4-4

6-4

8-1 9-10

Hem-fir

SS 6-10 10-9 14-2 17-5 20-2 6-10 10-5 13-2 16-1

Hem-fir

#1 6-5

9-5 11-11 14-6 16-10 8-11 8-8 11-0 13-5

Hem-fir

#2 6-0

8-9 11-1 13-7 15-9 5-7

8-1 10-3 12-7

Hem-fir

#3 4-7

6-9

8-6 10-5 12-1 4-3

6-3 7-11 9-7

2 × 12
(feet inches)
24-5 20-0 18-11 14-6 23-7 19-9 18-5 14-1 25-3 20-0 17-3 13-5 22-4 18-8 18-8 14-1 21-2 17-3 16-5 12-6 20-5 17-1 15-11 12-3 21-10 17-3 15-0 11-7 19-4 16-2 16-2 12-3 19-4 15-9 15-0 11-5 18-8 15-7 14-7 11-2

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

377

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

RAFTER SPACING (inches)
19.2
24

TABLE R802.5.1(4)--continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load = 50 psf, ceiling not attached to rafters, L/ = 180)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

2 × 8

2 × 10

(feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet inches) inches) inches) inches) inches) inches) inches) inches) inches)

Southern pine

SS 7-1 11-2 14-8 18-3 21-7 7-1 11-2 14-2 16-11

Southern pine

#1 6-6

9-8 12-3 14-4 17-1 6-0

9-0 11-4 13-4

Southern pine

#2 5-7

8-4 10-7 12-6 14-9 5-2

7-9

9-9 11-7

Southern pine

#3 4-3

6-4

8-0

9-8 11-5 4-0 5-10 7-4 8-11

Spruce-pine-fir

SS 6-8 10-6 13-5 16-5 19-1 6-8 9-10 12-5 15-3

Spruce-pine-fir

#1 6-1 8-11 11-3 13-9 15-11 5-7

8-3 10-5 12-9

Spruce-pine-fir

#2 6-1 8-11 11-3 13-9 15-11 5-7

8-3 10-5 12-9

Spruce-pine-fir

#3 4-7

6-9

8-6 10-5 12-1 4-3

6-3 7-11 9-7

Douglas fir-larch SS 6-8 10-5 13-2 16-1 18-8 6-7

9-8 12-2 14-11

Douglas fir-larch #1 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2

Douglas fir-larch

#2 5-6

8-1 10-3 12-6 14-6 5-1

7-6

9-5 11-7

Douglas fir-larch

#3 4-3

6-2 7-10 9-6 11-1 3-11 5-8

7-3 8-10

Hem-fir

SS 6-4 9-11 12-9 15-7 18-0 6-4

9-4 11-9 14-5

Hem-fir

#1 5-9

8-5 10-8 13-0 15-1 8-4

7-9 9-10 12-0

Hem-fir

#2 5-4 7-10 9-11 12-1 14-1 4-11 7-3

9-2 11-3

Hem-fir

#3 4-1

6-0

7-7

9-4 10-9 3-10 5-7

7-1

8-7

Southern pine

SS 6-7 10-4 13-8 16-4 19-3 6-7 10-0 12-8 15-2

Southern pine

#1 5-10 8-8 11-0 12-10 15-3 5-5

8-0 10-2 11-11

Southern pine

#2 5-0

7-5

9-5 11-3 13-2 4-7 6-11 8-9 10-5

Southern pine

#3 3-10 5-8

7-1

8-8 10-3 3-6

5-3

6-7

8-0

Spruce-pine-fir

SS 6-2

9-6 12-0 14-8 17-1 6-0 8-10 11-2 13-7

Spruce-pine-fir

#1 5-5 7-11 10-1 12-4 14-3 5-0

7-4

9-4 11-5

Spruce-pine-fir

#2 5-5 7-11 10-1 12-4 14-3 5-0

7-4

9-4 11-5

Spruce-pine-fir

#3 4-1

6-0

7-7

9-4 10-9 3-10 5-7

7-1

8-7

2 × 12
(feet inches)
20-0 15-9 13-8 10-7 17-8 14-9 14-9 11-2 17-3 14-1 13-5 10-3 16-8 13-11 13-0 10-0 17-10 14-1 12-3 9-6 15-9 13-2 13-2 10-0

Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the
rafters on the bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the following factors:

HC/HR
1/3 1/4 1/5 1/6 1/7.5 or less

Rafter Span Adjustment Factor
0.67 0.76 0.83 0.90 1.00

378

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

RAFTER SPACING (inches)
12
16
19.2

TABLE R802.5.1(5) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load = 30 psf, ceiling attached to rafters, L/ = 240)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

2 × 8

2 × 10

(feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet inches) inches) inches) inches) inches) inches) inches) inches) inches)

Douglas fir-larch SS 9-1 14-4 18-10 24-1 Note b 9-1 14-4 18-10 24-1

Douglas fir-larch #1 8-9 13-9 18-2 22-9 Note b 8-9 13-2 16-8 20-4

Douglas fir-larch #2 8-7 13-6 17-8 21-7 25-1 8-6 12-6 15-10 19-4

Douglas fir-larch

#3 7-3 10-8 13-6 16-6 19-2 6-6

9-6 12-1 14-9

Hem-fir

SS 8-7 13-6 17-10 22-9 Note b 8-7 13-6 17-10 22-9

Hem-fir

#1 8-5 13-3 17-5 22-3 26-0 8-5 13-0 16-6 20-1

Hem-fir

#2 8-0 12-7 16-7 21-0 24-4 8-0 12-2 15-4 18-9

Hem-fir

#3 7-1 10-5 13-2 16-1 18-8 6-4

9-4 11-9 14-5

Southern pine

SS 8-11 14-1 18-6 23-8 Note b 8-11 14-1 18-6 23-8

Southern pine

#1 8-7 13-6 17-10 22-3 Note b 8-7 13-5 17-0 19-11

Southern pine

#2 8-3 12-11 16-4 19-5 22-10 7-8 11-7 14-8 17-4

Southern pine

#3 6-7

9-9 12-4 15-0 17-9 5-11 8-9 11-0 13-5

Spruce-pine-fir

SS 8-5 13-3 17-5 22-3 Note b 8-5 13-3 17-5 22-3

Spruce-pine-fir

#1 8-3 12-11 17-0 21-4 24-8 8-3 12-4 15-7 19-1

Spruce-pine-fir

#2 8-3 12-11 17-0 21-4 24-8 8-3 12-4 15-7 19-1

Spruce-pine-fir

#3 7-1 10-5 13-2 16-1 18-8 6-4

9-4 11-9 14-5

Douglas fir-larch SS 8-3 13-0 17-2 21-10 Note b 8-3 13-0 17-2 21-7

Douglas fir-larch #1 8-0 12-6 16-2 19-9 22-10 7-10 11-5 14-5 17-8

Douglas fir-larch #2 7-10 12-1 15-4 18-9 21-8 7-5 10-10 13-8 16-9

Douglas fir-larch

#3 6-4

9-3 11-8 14-3 16-7 5-8

8-3 10-6 12-9

Hem-fir

SS 7-10 12-3 16-2 20-8 25-1 7-10 12-3 16-2 20-8

Hem-fir

#1 7-8 12-0 15-10 19-6 22-7 7-8 11-3 14-3 17-5

Hem-fir

#2 7-3 11-5 14-11 18-2 21-1 7-2 10-6 13-4 16-3

Hem-fir

#3 6-2

9-0 11-5 13-11 16-2 5-6

8-1 10-3 12-6

Southern pine

SS 8-1 12-9 16-10 21-6 Note b 8-1 12-9 16-10 21-6

Southern pine

#1 7-10 12-3 16-2 19-3 22-10 7-10 11-7 14-9 17-3

Southern pine

#2 7-6 11-2 14-2 16-10 19-10 6-8 10-0 12-8 15-1

Southern pine

#3 5-9

8-6 10-8 13-0 15-4 5-2

7-7

9-7 11-7

Spruce-pine-fir

SS 7-8 12-0 15-10 20-2 24-7 7-8 12-0 15-10 19-9

Spruce-pine-fir

#1 7-6 11-9 15-1 18-5 21-5 7-3 10-8 13-6 16-6

Spruce-pine-fir

#2 7-6 11-9 15-1 18-5 21-5 7-3 10-8 13-6 16-6

Spruce-pine-fir

#3 6-2

9-0 11-5 13-11 16-2 5-6

8-1 10-3 12-6

Douglas fir-larch SS 7-9 12-3 16-1 20-7 25-0 7-9 12-3 16-1 19-9

Douglas fir-larch #1 7-6 11-8 14-9 18-0 20-11 7-1 10-5 13-2 16-1

Douglas fir-larch

#2 7-4 11-0 14-0 17-1 19-10 6-9

9-1 12-6 15-3

Douglas fir-larch

#3 5-9

8-5 10-8 13-1 15-2 5-2

7-7

9-7 11-8

Hem-fir

SS 7-4 11-7 15-3 19-5 23-7 7-4 11-7 15-3 19-1

Hem-fir

#1 7-2 11-4 14-7 17-9 20-7 7-0 16-3 13-0 15-11

Hem-fir

#2 6-10 10-9 13-7 16-7 19-3 6-7

9-7 12-2 14-10

Hem-fir

#3 5-7

8-3 10-5 12-9 14-9 5-0

7-4

9-4 11-5

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

379

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.5.1(5)--continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load = 30 psf, ceiling attached to rafters, L/ = 240)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

RAFTER SPACING (inches)

SPECIES AND GRADE

2 × 4
(feet inches)

2 × 6
(feet inches)

2 × 8
(feet inches)

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

(feet - (feet - (feet - (feet inches) inches) inches) inches)

2 × 8
(feet inches)

2 × 10
(feet inches)

2 × 12
(feet inches)

Southern pine

SS 7-8 12-0 15-10 20-2 24-7 7-8 12-0 15-10 20-0 23-7

Southern pine

#1 7-4 11-7 15-1 17-7 20-11 7-1 10-7 13-5 15-9 18-8

Southern pine

#2 6-10 10-2 12-11 15-4 18-1 6-1

9-2 11-7 13-9 16-2

Southern pine 19.2
Spruce-pine-fir

#3 5-3

7-9

9-9 11-10 14-0 4-8 6-11 8-9 10-7 12-6

SS 7-2 11-4 14-11 19-0 23-1 7-2 11-4 14-9 18-0 20-11

Spruce-pine-fir

#1 7-0 10-11 13-9 16-10 19-6 6-8

9-9 12-4 15-1 17-6

Spruce-pine-fir

#2 7-0 10-11 13-9 16-10 19-6 6-8

9-9 12-4 15-1 17-6

Spruce-pine-fir

#3 5-7

8-3 10-5 12-9 14-9 5-0

7-4

9-4 11-5 13-2

Douglas fir-larch SS 7-3 11-4 15-0 19-1 22-10 7-3 11-4 14-5 17-8 20-5

Douglas fir-larch

#1 7-0 10-5 13-2 16-1 18-8 6-4

9-4 11-9 14-5 16-8

Douglas fir-larch #2 6-9 9-10 12-6 15-3 17-9 6-0 8-10 11-2 13-8 15-10

Douglas fir-larch

#3 5-2

7-7

9-7 11-8 13-6 4-7

6-9

8-7 10-5 12-1

Hem-fir

SS 6-10 10-9 14-2 18-0 21-11 6-10 10-9 13-11 17-0 19-9

Hem-fir

#1 6-8 10-3 13-0 15-11 18-5 6-3

9-2 11-8 14-3 16-6

Hem-fir

#2 6-4

9-7 12-2 14-10 17-3 5-10 8-7 10-10 13-3 15-5

Hem-fir 24
Southern pine

#3 5-0 SS 7-1

7-4

9-4 11-5 13-2 4-6

11-2 14-8 18-9 22-10 7-1

6-7

8-4 10-2 11-10

11-2 14-8 17-11 21-2

Southern pine

#1 6-10 10-7 13-5 15-9 18-8 6-4

9-6 12-0 14-1 16-8

Southern pine

#2 6-1

9-2 11-7 13-9 16-2 5-5

8-2 10-4 12-3 14-6

Southern pine

#3 4-8 6-11 8-9 10-7 12-6 4-2

6-2 7-10 9-6 11-2

Spruce-pine-fir

SS 6-8 10-6 13-10 17-8 20-11 6-8 10-5 13-2 16-1 18-8

Spruce-pine-fir

#1 6-6

9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Spruce-pine-fir

#2 6-6

9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Spruce-pine-fir

#3 5-0

7-4

9-4 11-5 13-2 4-6

6-7

8-4 10-2 11-10

HC/HR
1/3 1/4 1/5 1/6 1/7.5 or less

Rafter Span Adjustment Factor
0.67 0.76 0.83 0.90 1.00

380

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

RAFTER SPACING (inches)
12
16
19.2

TABLE R802.5.1(6) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load = 50 psf, ceiling attached to rafters, L/ = 240)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

SPECIES AND GRADE

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

2 × 8

2 × 10

(feet-

inches) inches) inches) inches) inches) inches) inches) inches) inches)

Douglas fir-larch SS 7-8 12-1 15-11 20-3 24-8 7-8 12-1 15-11 20-3

Douglas fir-larch #1 7-5 11-7 15-3 18-7 21-7 7-5 11-2 14-1 17-3

Douglas fir-larch #2 7-3 11-5 14-5 17-8 20-5 7-3 10-7 13-4 16-4

Douglas fir-larch

#3 6-0

8-9 11-0 13-6 15-7 5-6

8-1 10-3 12-6

Hem-fir

SS 7-3 11-5 15-0 19-2 23-4 7-3 11-5 15-0 19-2

Hem-fir

#1 7-1 11-2 14-8 18-4 21-3 7-1 11-0 13-11 17-0

Hem-fir

#2 6-9 10-8 14-0 17-2 19-11 6-9 10-3 13-0 15-10

Hem-fir

#3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2

Southern pine

SS 7-6 11-10 15-7 19-11 24-3 7-6 11-10 15-7 19-11

Southern pine

#1 7-3 11-5 15-0 18-2 21-7 7-3 11-4 14-5 16-10

Southern pine

#2 6-11 10-6 13-4 15-10 18-8 6-6

9-9 12-4 14-8

Southern pine

#3 5-5

8-0 10-1 12-3 14-6 5-0

7-5

9-4 11-4

Spruce-pine-fir

SS 7-1 11-2 14-8 18-9 22-10 7-1 11-2 14-8 18-9

Spruce-pine-fir

#1 6-11 10-11 14-3 17-5 20-2 6-11 10-5 13-2 16-1

Spruce-pine-fir

#2 6-11 10-11 14-3 17-5 20-2 6-11 10-5 13-2 16-1

Spruce-pine-fir

#3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2

Douglas fir-larch SS 7-0 11-0 14-5 18-5 22-5 7-0 11-0 14-5 18-3

Douglas fir-larch

#1 6-9 10-5 13-2 16-1 18-8 6-7

9-8 12-2 14-11

Douglas fir-larch

#2 6-7 9-10 12-6 15-3 17-9 6-3

9-2 11-7 14-2

Douglas fir-larch

#3 5-2

7-7

9-7 11-8 13-6 4-9

7-0 8-10 10-10

Hem-fir

SS 6-7 10-4 13-8 17-5 21-2 6-7 10-4 13-8 17-5

Hem-fir

#1 6-5 10-2 13-0 15-11 18-5 6-5

9-6 12-1 14-9

Hem-fir

#2 6-2

9-7 12-2 14-10 17-3 6-1 8-11 11-3 13-9

Hem-fir

#3 5-0

7-4

9-4 11-5 13-2 4-8 6-10 8-8 10-6

Southern pine

SS 6-10 10-9 14-2 18-1 22-0 6-10 10-9 14-2 18-1

Southern pine

#1 6-7 10-4 13-5 15-9 18-8 6-7 9-10 12-5 14-7

Southern pine

#2 6-1

9-2 11-7 13-9 16-2 5-8

8-5 10-9 12-9

Southern pine

#3 4-8 6-11 8-9 10-7 12-6 4-4

6-5

8-1 9-10

Spruce-pine-fir

SS 6-5 10-2 13-4 17-0 20-9 6-5 10-2 13-4 16-8

Spruce-pine-fir

#1 6-4

9-9 12-4 15-1 17-6 6-2

9-0 11-5 13-11

Spruce-pine-fir

#2 6-4

9-9 12-4 15-1 17-6 6-2

9-0 11-5 13-11

Spruce-pine-fir

#3 5-0

7-4

9-4 11-5 13-2 4-8 6-10 8-8 10-6

Douglas fir-larch SS 6-7 10-4 13-7 17-4 20-11 6-7 10-4 13-7 16-8

Douglas fir-larch

#1 6-4

9-6 12-0 14-8 17-1 6-0 8-10 11-2 13-7

Douglas fir-larch

#2 6-2

9-0 11-5 13-11 16-2 5-8

8-4 10-7 12-11

Douglas fir-larch

#3 4-8 6-11 8-9 10-8 12-4 4-4

6-4

8-1 9-10

Hem-fir

SS 6-2

9-9 12-10 16-5 19-11 6-2

9-9 12-10 16-1

Hem-fir

#1 6-1

9-5 11-11 14-6 16-10 5-11 8-8 11-0 13-5

Hem-fir

#2 5-9

8-9 11-1 13-7 15-9 5-7

8-1 10-3 12-7

Hem-fir

#3 4-7

6-9

8-6 10-5 12-1 4-3

6-3 7-11 9-7

2 × 12
(feetinches)
24-5 20-0 18-11 14-6 23-4 19-9 18-5 14-1 24-3 20-0 17-3 13-5 22-4 18-8 18-8 14-1 21-2 17-3 16-5 12-6 20-5 17-1 15-11 12-3 21-10 17-3 15-0 11-7 19-4 16-2 16-2 12-3 19-4 15-9 15-0 11-5 18-8 15-7 14-7 11-2

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

381

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.5.1(6)--continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load = 50 psf, ceiling attached to rafters, L/ = 240)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

RAFTER SPACING (inches)

SPECIES AND GRADE

2 × 4
(feetinches)

2 × 6
(feetinches)

2 × 8
(feetinches)

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

(feet-

inches) inches) inches) inches)

2 × 8
(feetinches)

2 × 10
(feetinches)

2 × 12
(feetinches)

Southern pine

SS 6-5 10-2 13-4 17-0 20-9 6-5 10-2 13-4 16-11 20-0

Southern pine

#1 6-2

9-8 12-3 14-4 17-1 6-0

9-0 11-4 13-4 15-9

Southern pine

#2 5-7

8-4 10-7 12-6 14-9 5-2

7-9

9-9 11-7 13-8

Southern pine 19.2
Spruce-pine-fir

#3 4-3 SS 6-1

6-4

8-0

9-8 11-5 4-0 5-10 7-4 8-11 10-7

9-6 12-7 16-0 19-1 6-1

9-6 12-5 15-3 17-8

Spruce-pine-fir

#1 5-11 8-11 11-3 13-9 15-11 5-7

8-3 10-5 12-9 14-9

Spruce-pine-fir

#2 5-11 8-11 11-3 13-9 15-11 5-7

8-3 10-5 12-9 14-9

Spruce-pine-fir

#3 4-7

6-9

8-6 10-5 12-1 4-3

6-3 7-11 9-7 11-2

Douglas fir-larch SS 6-1

9-7 12-7 16-1 18-8 6-1

9-7 12-2 14-11 17-3

Douglas fir-larch #1 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2 14-1

Douglas fir-larch

#2 5-6

8-1 10-3 12-6 14-6 5-1

7-6

9-5 11-7 13-5

Douglas fir-larch

#3 4-3

6-2 7-10 9-6 11-1 3-11 5-8

7-3 8-10 10-3

Hem-fir

SS 5-9

9-1 11-11 15-2 18-0 5-9

9-1 11-9 14-5 15-11

Hem-fir

#1 5-8

8-5 10-8 13-0 15-1 5-4

7-9 9-10 12-0 13-11

Hem-fir

#2 5-4 7-10 9-11 12-1 14-1 4-11 7-3

9-2 11-3 13-0

Hem-fir 24
Southern pine

#3 4-1 SS 6-0

6-0

7-7

9-4 10-9 3-10 5-7

7-1

8-7 10-0

9-5 12-5 15-10 19-3 6-0

9-5 12-5 15-2 17-10

Southern pine

#1 5-9

8-8 11-0 12-10 15-3 5-5

8-0 10-2 11-11 14-1

Southern pine

#2 5-0

7-5

9-5 11-3 13-2 4-7 6-11 8-9 10-5 12-3

Southern pine

#3 3-10 5-8

7-1

8-8 10-3 3-6

5-3

6-7

8-0

9-6

Spruce-pine-fir

SS 5-8 8-10 11-8 14-8 17-1 5-8 8-10 11-2 13-7 15-9

Spruce-pine-fir

#1 5-5 7-11 10-1 12-4 14-3 5-0

7-4

9-4 11-5 13-2

Spruce-pine-fir

#2 5-5 7-11 10-1 12-4 14-3 5-0

7-4

9-4 11-5 13-2

Spruce-pine-fir

#3 4-1

6-0

7-7

9-4 10-9 3-10 5-7

7-1

8-7 10-0

HC/HR
1/3 1/4 1/5 1/6 1/7.5 or less

Rafter Span Adjustment Factor
0.67 0.76 0.83 0.90 1.00

where: HC = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR = Height of roof ridge measured vertically above the top of the rafter support walls.

382

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

RAFTER SPACING (inches)
12
16
19.2

SPECIES AND GRADE

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

Southern pine

Spruce-pine-fir

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

Southern pine

Spruce-pine-fir

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

TABLE R802.5.1(7) RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD
(Ceiling not attached to rafters, L/ = 180)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

2 × 8

2 × 10

Maximum Rafter Spansa

(feet-

inches) inches) inches) inches) inches) inches) inches) inches) inches)

7-7 11-10 15-8 19-9 22-10 7-7 11-10 15-3 18-7

7-1 10-5 13-2 16-1 18-8 6-8 9-10 12-5 15-2

6-9 9-10 12-6 15-3 17-9 6-4

9-4 11-9 14-5

5-2

7-7

9-7 11-8 13-6 4-10 7-1

9-0 11-0

7-2 11-3 14-9 18-10 22-1 7-2 11-3 14-8 18-0

7-0 10-3 13-0 15-11 18-5 6-7

9-8 12-3 15-0

6-7

9-7 12-2 14-10 17-3 6-2

9-1 11-5 14-0

5-0

7-4

9-4 11-5 13-2 4-9 6-11 8-9 10-9

7-5 11-8 15-4 19-7 23-7 7-5 11-8 15-4 18-10

7-1 10-7 13-5 15-9 18-8 6-9 10-0 12-8 14-10

6-1

9-2 11-7 13-9 16-2 5-9

8-7 10-11 12-11

4-8 6-11 8-9 10-7 12-6 4-5

6-6

8-3 10-0

7-0 11-0 14-6 18-0 20-11 7-0 11-0 13-11 17-0

6-8

9-9 12-4 15-1 17-6 6-3

9-2 11-8 14-2

6-8

9-9 12-4 15-1 17-6 6-3

9-2 11-8 14-2

5-0

7-4

9-4 11-5 13-2 4-9 6-11 8-9 10-9

6-10 10-9 14-0 17-1 19-10 6-10 10-5 13-2 16-1

6-2

9-0 11-5 13-11 16-2 5-10 8-6 10-9 13-2

5-10 8-7 10-10 13-3 15-4 5-6

8-1 10-3 12-6

4-6

6-6

8-3 10-1 11-9 4-3

6-2 7-10 9-6

6-6 10-2 13-5 16-6 19-2 6-6 10-1 12-9 15-7

6-1 8-11 11-3 13-9 16-0 5-9

8-5 10-8 13-0

5-8

8-4 10-6 12-10 14-11 5-4 7-10 9-11 12-1

4-4

6-4

8-1 9-10 11-5 4-1

6-0

7-7

9-4

6-9 10-7 14-0 17-4 20-5 6-9 10-7 13-9 16-4

6-2

9-2 11-8 13-8 16-2 5-10 8-8 11-0 12-10

5-3 7-11 10-0 11-11 14-0 5-0

7-5

9-5 11-3

4-1

6-0

7-7

9-2 10-10 3-10 5-8

7-1

8-8

6-4 10-0 12-9 15-7 18-1 6-4

9-6 12-0 14-8

5-9

8-5 10-8 13-1 15-2 5-5 7-11 10-1 12-4

5-9

8-5 10-8 13-1 15-2 5-5 7-11 10-1 12-4

4-4

6-4

8-1 9-10 11-5 4-1

6-0

7-7

9-4

6-6 10-1 12-9 15-7 18-1 6-6

9-6 12-0 14-8

5-7

8-3 10-5 12-9 14-9 5-4

7-9 9-10 12-0

5-4 7-10 9-11 12-1 14-0 5-0

7-4

9-4 11-5

4-1

6-0

7-7

9-3 10-8 3-10 5-7

7-1

8-8

6-1

9-7 12-4 15-1 17-4 6-1

9-2 11-8 14-2

5-7

8-2 10-3 12-7 14-7 5-3

7-8

9-8 11-10

5-2

7-7

9-7 11-9 13-7 4-11 7-2

9-1 11-1

4-0 5-10 7-4

9-0 10-5 3-9

5-6 6-11 8-6

2 × 12
(feetinches)
21-7 17-7 16-8 12-9 20-10 17-5 16-3 12-5 22-3 17-7 15-3 11-10 19-8 16-6 16-6 12-5 18-8 15-3 14-6 11-1 18-0 15-1 14-1 10-9 19-3 15-3 13-2 10-3 17-1 14-3 14-3 10-9 17-1 13-11 13-2 10-1 15-5 13-9 12-10 9-10

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

383

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.5.1(7)--continued RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD
(Ceiling not attached to rafters, L/ = 180)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

RAFTER SPACING (inches)

SPECIES AND GRADE

2 × 4
(feetinches)

2 × 6
(feetinches)

2 × 8
(feetinches)

2 × 10 2 × 12

2 × 4

2 × 6

Maximum Rafter Spansa

(feet-

inches) inches) inches) inches)

2 × 8
(feetinches)

2 × 10
(feetinches)

2 × 12
(feetinches)

Southern pine

SS 6-4 10-0 13-2 15-10 18-8 6-4 9-10 12-6 14-11 17-7

Southern pine

#1 5-8

8-5 10-8 12-5 14-9 5-4 7-11 10-0 11-9 13-11

Southern pine

#2 4-10 7-3

9-2 10-10 12-9 4-6 6-10 8-8 10-3 12-1

Southern pine 19.2
Spruce-pine-fir

#3 3-8 SS 6-0

5-6 6-11 8-4 9-11 3-6

5-2

6-6 7-11 9-4

9-2 11-8 14-3 16-6 5-11 8-8 11-0 13-5 15-7

Spruce-pine-fir

#1 5-3

7-8

9-9 11-11 13-10 5-0

7-3

9-2 11-3 13-0

Spruce-pine-fir

#2 5-3

7-8

9-9 11-11 13-10 5-0

7-3

9-2 11-3 13-0

Spruce-pine-fir

#3 4-0 5-10 7-4

9-0 10-5 3-9

5-6 6-11 8-6 9-10

Douglas fir-larch

SS 6-0

9-0 11-5 13-11 16-2 5-10 8-6 10-9 13-2 15-3

Douglas fir-larch

#1 5-0

7-4

9-4 11-5 13-2 4-9 6-11 8-9 10-9 12-5

Douglas fir-larch

#2 4-9

7-0 8-10 10-10 12-6 4-6

6-7

8-4 10-2 11-10

Douglas fir-larch

#3 3-8

5-4

6-9

8-3

9-7

3-5

5-0

6-4

7-9 9-10

Hem-fir

SS 5-8

8-8 11-0 13-6 13-11 5-7

8-3 10-5 12-4 12-4

Hem-fir

#1 5-0

7-3

9-2 11-3 13-0 4-8 6-10 8-8 10-7 12-4

Hem-fir

#2 4-8

6-9

8-7 10-6 12-2 4-4

6-5

8-1 9-11 11-6

Hem-fir 24
Southern pine

#3 3-7 SS 5-11

5-2

6-7

8-1

9-4

3-4 4-11 6-3

7-7 8-10

9-3 11-11 14-2 16-8 5-11 8-10 11-2 13-4 15-9

Southern pine

#1 5-0

7-6

9-6 11-1 13-2 4-9

7-1

9-0 10-6 12-5

Southern pine

#2 4-4

6-5

8-2

9-9 11-5 4-1

6-1

7-9

9-2 10-9

Southern pine

#3 3-4 4-11 6-2

7-6 8-10 3-1

4-7 5-10 7-1

8-4

Spruce-pine-fir

SS 5-6

8-3 10-5 12-9 14-9 5-4

7-9 9-10 12-0 12-11

Spruce-pine-fir

#1 4-8 6-11 8-9 10-8 12-4 4-5

6-6

8-3 10-0 11-8

Spruce-pine-fir

#2 4-8 6-11 8-9 10-8 12-4 4-5

6-6

8-3 10-0 11-8

Spruce-pine-fir

#3 3-7

5-2

6-7

8-1

9-4

3-4 4-11 6-3

7-7 8-10

HC/HR
1/3 1/4 1/5 1/6 1/7.5 or less

Rafter Span Adjustment Factor
0.67 0.76 0.83 0.90 1.00

where: HC = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR = Height of roof ridge measured vertically above the top of the rafter support walls.

384

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

RAFTER SPACING (inches)
12
16
19.2

SPECIES AND GRADE

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

Southern pine

Spruce-pine-fir

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

Southern pine

Spruce-pine-fir

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

TABLE R802.5.1(8) RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD
(Ceiling attached to rafters, L/ = 240)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

Maximum rafter spansa

2 × 8

2 × 10

(feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet inches) inches) inches) inches) inches) inches) inches) inches) inches)

6-10 10-9 14-3 18-2 22-1 6-10 10-9 14-3 18-2

6-7 10-5 13-2 16-1 18-8 6-7 9-10 12-5 15-2

6-6 9-10 12-6 15-3 17-9 6-4

9-4 11-9 14-5

5-2

7-7

9-7 11-8 13-6 4-10 7-1

9-0 11-0

6-6 10-2 13-5 17-2 20-10 6-6 10-2 13-5 17-2

6-4 10-0 13-0 15-11 18-5 6-4

9-8 12-3 15-0

6-1

9-6 12-2 14-10 17-3 6-1

9-1 11-5 14-0

5-0

7-4

9-4 11-5 13-2 4-9 6-11 8-9 10-9

6-9 10-7 14-0 17-10 21-8 6-9 10-7 14-0 17-10

6-6 10-2 13-5 15-9 18-8 6-6 10-0 12-8 14-10

6-1

9-2 11-7 13-9 16-2 5-9

8-7 10-11 12-11

4-8 6-11 8-9 10-7 12-6 4-5

6-6

8-3 10-0

6-4 10-0 13-2 16-9 20-5 6-4 10-0 13-2 16-9

6-2

9-9 12-4 15-1 17-6 6-2

9-2 11-8 14-2

6-2

9-9 12-4 15-1 17-6 6-2

9-2 11-8 14-2

5-0

7-4

9-4 11-5 13-2 4-9 6-11 8-9 10-9

6-3 9-10 12-11 16-6 19-10 6-3 9-10 12-11 16-1

6-0

9-0 11-5 13-11 16-2 5-10 8-6 10-9 13-2

5-10 8-7 10-10 13-3 15-4 5-6

8-1 10-3 12-6

4-6

6-6

8-3 10-1 11-9 4-3

6-2 7-10 9-6

5-11 9-3 12-2 15-7 18-11 5-11 9-3 12-2 15-7

5-9 8-11 11-3 13-9 16-0 5-9

8-5 10-8 13-0

5-6

8-4 10-6 12-10 14-11 5-4 7-10 9-11 12-1

4-4

6-4

8-1 9-10 11-5 4-1

6-0

7-7

9-4

6-1

9-7 12-8 16-2 19-8 6-1

9-7 12-8 16-2

5-11 9-2 11-8 13-8 16-2 5-10 8-8 11-0 12-10

5-3 7-11 10-0 11-11 14-0 5-0

7-5

9-5 11-3

4-1

6-0

7-7

9-2 10-10 3-10 5-8

7-1

8-8

5-9

9-1 11-11 15-3 18-1 5-9

9-1 11-11 14-8

5-8

8-5 10-8 13-1 15-2 5-5 7-11 10-1 12-4

5-8

8-5 10-8 13-1 15-2 5-5 7-11 10-1 12-4

4-4

6-4

8-1 9-10 11-5 4-1

6-0

7-7

9-4

5-10 9-3 12-2 15-6 18-1 5-10 9-3 12-0 14-8

5-7

8-3 10-5 12-9 14-9 5-4

7-9 9-10 12-0

5-4 7-10 9-11 12-1 14-0 5-0

7-4

9-4 11-5

4-1

6-0

7-7

9-3 10-8 3-10 5-7

7-1

8-8

5-6

8-8 11-6 14-8 17-4 5-6

8-8 11-6 14-2

5-5

8-2 10-3 12-7 14-7 5-3

7-8

9-8 11-10

5-2

7-7

9-7 11-9 13-7 4-11 7-2

9-1 11-1

4-0 5-10 7-4

9-0 10-5 3-9

5-6 6-11 8-6

2 × 12
(feet inches)
21-7 17-7 16-8 12-9 20-10 17-5 16-3 12-5 21-8 17-7 15-3 11-10 19-8 16-6 16-6 12-5 18-8 15-3 14-6 11-1 18-0 15-1 14-1 10-9 19-3 15-3 13-2 10-3 17-1 14-3 14-3 10-9 17-1 13-11 13-2 10-1 15-5 13-9 12-10 9-10

(continued)

2015 INTERNATIONAL RESIDENTIAL CODE®

385

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

RAFTER SPACING (inches)
19.2
24

SPECIES AND GRADE

Southern pine

Spruce-pine-fir

Douglas fir-larch SS

Douglas fir-larch #1

Douglas fir-larch #2

Douglas fir-larch #3

Hem-fir

Southern pine

Spruce-pine-fir

TABLE R802.5.1(8)--continued RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD
(Ceiling attached to rafters, L/ = 240)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

2 × 4

2 × 6

2 × 8

2 × 10 2 × 12

2 × 4

2 × 6

2 × 8

2 × 10

Maximum rafter spansa

(feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet - (feet inches) inches) inches) inches) inches) inches) inches) inches) inches)

5-9

9-1 11-11 15-3 18-6 5-9

9-1 11-11 14-11

5-6

8-5 10-8 12-5 14-9 5-4 7-11 10-0 11-9

4-10 7-3

9-2 10-10 12-9 4-6 6-10 8-8 10-3

3-8

5-6 6-11 8-4 9-11 3-6

5-2

6-6 7-11

5-5

8-6 11-3 14-3 16-6 5-5

8-6 11-0 13-5

5-3

7-8

9-9 11-11 13-10 5-0

7-3

9-2 11-3

5-3

7-8

9-9 11-11 13-10 5-0

7-3

9-2 11-3

4-0 5-10 7-4

9-0 10-5 3-9

5-6 6-11 8-6

5-5

8-7 11-3 13-11 16-2 5-5

8-6 10-9 13-2

5-0

7-4

9-4 11-5 13-2 4-9 6-11 8-9 10-9

4-9

7-0 8-10 10-10 12-6 4-6

6-7

8-4 10-2

3-8

5-4

6-9

8-3

9-7

3-5

5-0

6-4

7-9

5-2

8-1 10-8 13-6 13-11 5-2

8-1 10-5 12-4

5-0

7-3

9-2 11-3 13-0 4-8 6-10 8-8 10-7

4-8

6-9

8-7 10-6 12-2 4-4

6-5

8-1 9-11

3-7

5-2

6-7

8-1

9-4

3-4 4-11 6-3

7-7

5-4

8-5 11-1 14-2 16-8 5-4

8-5 11-1 13-4

5-0

7-6

9-6 11-1 13-2 4-9

7-1

9-0 10-6

4-4

6-5

8-2

9-9 11-5 4-1

6-1

7-9

9-2

3-4 4-11 6-2

7-6 8-10 3-1

4-7 5-10 7-1

5-0 7-11 10-5 12-9 14-9 5-0

7-9 9-10 12-0

4-8 6-11 8-9 10-8 12-4 4-5

6-6

8-3 10-0

4-8 6-11 8-9 10-8 12-4 4-5

6-6

8-3 10-0

3-7

5-2

6-7

8-1

9-4

3-4 4-11 6-3

7-7

2 × 12
(feet inches)
17-7 13-11 12-1
9-4 15-7 13-0 13-0 9-10 15-3 12-5 11-10 9-0 12-4 12-4 11-6 8-10 15-9 12-5 10-9 8-4 12-11 11-8 11-8 8-10

HC/HR
1/3

Rafter Span Adjustment Factor
0.67

1/4

0.76

1/5

0.83

1/6

0.90

1/7.5 or less

1.00

where: HC = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR = Height of roof ridge measured vertically above the top of the rafter support walls.

386

2015 INTERNATIONAL RESIDENTIAL CODE®

distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE

AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

ROOF-CEILING CONSTRUCTION

TABLE R802.5.1(9) RAFTER/CEILING JOIST HEEL JOINT CONNECTIONSa, b, c, d, e, f, h

GROUND SNOW LOAD (psf)

20g

RAFTER SLOPE

RAFTER SPACING (inches)

Roof span (feet)

Required number of 16d common nailsa, b per heel joint splicesc, d, e, f

4 6 8 10 4 6 8 11 5 8 12 15 6 11 15 20